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9430 SW CORAL STREET-2 t •.+SI .1eoPacific Engineering, Inc. EXHIBIT L Real World Geotechnical Solutrms -- --- --_ _ GEOPACIFIC ENGINEERING, INC. Investigation•Design• Construction Support Proleci No 01 7164 -- - -- -_ February 8, 2001 Marlin Office Building ,• 5. A copy of the approved plans shall be on the job site at all times and available to the City of Project No. U1 /154 cY OF Tigard inspectors for inspection purposes. OSSC Section 106.4.2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT R/o Francis L.ance Development The subject property Includes two parcels with a total area of 0.77 acres (Figure 2) The property C/o Francis L (Butch) Carter lies al an approximate elevation ranging between 210 and 230 feet above mean sea level (msl) OREGON 6. The site plumbing will be under separate permit. Work on the site plumbing shall not 7560 Ridgewood Drive Slopes are (1-ntle, inclining to the south at about 5% to 154. grade An abandoned single family • Gladstone, OR 97027 dwelling with raised wood floors occupies the central portion of property Vegetation consists commence until such time as a permit to do such work has been issued. November 9, 2001 Attention E3utcri (Fax 503-657-8684) grasses and sparse trees Including a 3 foot diameter Oak f ry 9 crisis s of Ic w If you have questions or concerns,please feel free to contact me at(503)639-4171 ext.31 I. (rte proposed development is a two story, commercial building with a Mr'!print area of 8,800 ft' RE: FOUNDATION INVESTIGATION Building construction will Incorporate wood framing, brick masonry facing, a slab on grade floor ,virf MARTIN OFFICE BUILDING c �ntinuous spread footings for load bearing walls Interior columns will be supported on isolated TIGARD, OREGON spread footings. The project structural engineer reports that a Sincerely, 9 P approximate, column loads will range • brtween 16 and 70 kips, while wall loads will be on the order of 3,000 lbs per lineal fent JE Krause Architect PC T'�K This report presents the results of a geotechnical foundation investigation conducted by GeoPaclfic We understanding that the project may Include limited grading to create a level building pad. Clackamas m K2' Drive Suite 202 Gary Lampelia Engineering, Inc. for the proposed JMartin Office building located in the City of Tigard, Washington pavement for private driveways Clackamas OR 97015 Count Oregon. The Omar P (.ways and parking, and underground utilities. Building Official y. g primary purpose of our investigation was to evaluate subsurface conditions at the site and provide geotechnical recommendations for foundation design and construction. Name:Miti INFffice B fl N GeoPacific's work was performed in accordance with our proposal No. P1278, dated January 22, SITE GEOLOGY Name: Martin Office Building Permit No.: Sff2UU1-00025 Address: '►450 SW Coral St. Scope: Site Work for 17,312 Sq. Ft. Office Building C. Eric McMullien,Deputy Fire Marshal,TVF&R 2001. Renaissance Development,Inc.-FAX(503)656-1601 The subject site Is underlain by the; Quaternary Willamette Formation, a catastrophic flood deposit Area: U.•l= Acus Architect of Record: J.E. Krause grad Clement,C&F Consulting-FAX(503)246:!S79 associated with repeated glacial outburst flooding of the Willamette The City of Tigard Building Division has reviewed the plans for the site work at the above File BACKGROUND INFORMATION last eferenced address. This review was performed under the provisions of the Slctle'u/Oregon years (Malin, 1990). The last of these outburst floods occurred albout Valley13 OOOiyears eago 11 nthe,llion Tualatin basin, these deposits consist of horizontally layered, micaceous, silt to coarse sand forming ,tirrurncru!.ljrec•iuhy('ueh (OSSC), 1998 edition and the Uniform I•irr (_'ud�t (UFC) 1997 edition - Protect Information poorly-defined to distinct beds less than 3 feet thick. Regional studies estimate the thickness of as amended by'Tualatin Valley Fire & Rescue. The Mans for the site work are approved subject Willamette Formation in the vicinity of the subject site to be less than 30 feet based on drillhole? logs L cation: The site includes two parcels with a total size of 0 77-acres that borders (Malin, 1990; Mabey and Madin, 1995). Underlying the Willamette Formation Is the Pllo SW Coral Street in the City of Tigard, Washington County, Oregon Pleistocene age Boring Lava (Madin, 1990) The Boring Lava consists mainly of basaltic lava flows, lu the lirllmving conditions. (Figure 1). but locally contains tuft breccia, ash, tuff, cinders and scop �1 o attain the 2,000 psf soil bearing capacity identified in the structural calculations for the building,GeoPacifrc Engineering has criteria in their soils report detailing structural till. Owner Renaissance Development, Inc. on the flanks of volcanic cones The lava flows are commonly light gray to nearrlysblack, deposited (;euPacific Engineering shall provide on-site special inspection and compaction testing Develoaer: 1672 SW Willamette Fails Drive, West Linn, Oregon 97068 tones predominating, and are characterized by columnar jointing and flow structures. Underlying during; site preparation,excavation and fill. Reports shall be scrn to l lap Watkins, Inspection both the Willamette Formation and the Boring Lava is an unnamed sequence of non-marine, fine Super�l,ur at 13125 SW Hall Blvd.. Tigard, OR t)7223. Any discn;pancies shall be brought grained strata that consists of moderately to poorly lithified siltstone, sandstone, mudstone, and claystone with common wood fragments and minor volcanic ash and pumice (Yeats et al., 1996) Civil 6222 Consulting, Inc. These rocks are tentatively correlated with the Sandy River Mudstone and the 1 routdale and to the Immediate attention of Jh Krause Architecture. Engineer. 6222 SW Virginia Avenue, Suite 1, Portland, Oregon 97201 Helvetia Formations. The estimated thickness of unnamed sedimentary rock In the vicinity of the � 1 2. All erosion control measures shall he in place and an approvv.d inspection by Clean Water • subject site is about 150 feet. Services shall he made prior to the start of any site construction. Structural ASK4 Engineering, Inc. 3. The accessible parking spaces have been redlined on the plans per a phone conversation with Engineer 39084 Proctor Boulevard, Suite C, Sandy, Oregon 97055 • f Clement of C&F Consulting on I 1/OS/01. SUBSURFACE CONDITIONS Architect: J.E. Krause Architect P.C. On January 25, 2001, GeoPacific explored subsurface conditions on the site by excavating three Bre. 8 15259 SE 82nd Drive, Suite 202, Clackamas, Oregon 97015 exploratory test pits at the locations shown in Figure 2 The explorations were located in the field b 4. The ar::hitect or engineer of record shall first approve all changes to the approved drawings pacing distances from apparent property corners and other site features. As such, the locations of Y prior to submittal to the City of Tigard for review. OSSC Section 106.3.4. Jurisdictional the explorations should be considered approximate. Field exploration methodology Is discussed In Agency City of Tigard, Oregon Appendix A, which also contains logs of the test pits The observed conditions and soil properties ~ are summarized below Coral Sir.9430 17700 SW Upper Boones Ferry Road,Suite 100 Tel(503)598-9440, SIT2001.00020 Portland,Oregon 97224 1 of �= Fax(503)598-8705 Coral str.9430 Page 1 13125 SIN HCA Blvd., Tkprd OR 97223(503)639.4171 TDO(503)684-2772 SIT2001-00025 Coral Sir.Y420 2 of 3 A SIT2001-00026 Page 7 Corsi Sir.9430 3 of 3i8,1>♦ SIT2001-00025 4of >>r GEOPACIFIc ENGINEERING, INC. GEOPACIFIc ENGINEERING, INC. GEOPACIFIC ENGINEERING, INC. GEOPACIFIC ENGINEERING, INC. Project No U 1-71;4 Project No 01-7154 � ----- - Project No 0 17154 -_ -- -_ , Marlyn Office 1 7154q I I Project No 01 7154 Martin Office-Building Martin Office Building Marlin Office Building Fill (0 to 3 ft): The southern portion of the building site is underlain by 1 to 3 feet of undocumented Gales Creek-Newberg-Mt. Anqel Structural Zone SEISMIC GROUND FAILURE HAZARD CONCLUSIONS AND RECOMMENDATIONS fill (see Figure 2). The consistency of the fill is variable ranging from soft to stiff. Pocket penetrorneter measurements Indicate approximate unconfined compressive strengths of 0.5 to 1.5 The Gales Creek-Newberg-Mi. Angel Structural Zone is a 50-mile-long zone of discoItinuous. NW- A variety of slope arid ground failures can occur in response to intense seismic shaking during large Our investigation indicates that the proposed commercial development Is geotechnical) feasihl+ Y magnitude earthquakes. These failures are usually related to the phenomena of liquefaction, the provided that the follnwing recommendations are incorporated tri the design and construction hh,ises tonsrri• In test pits TP 1 and TP-3, the thickness of fill is about 2.5 feet. trending faults that lies about 11 miles southwest of the subject site. These faults are {-cognized in of the ro ec t the subsurface by vertical separation of the Columbia River Basalt and onset seismic reflectors in process by which water-saturated sediment changes from a solid to a liquid slate during seismic P 1- Leached Soil-Horizon: (2.5 to 6 ft): Underlying the fill in the southeast corner of the site is a the overlying basin sediment (Yeats et al., 1996; Werner et al., 1992). Ili geologic reconnaissance shaking. Since liquefied sediment may not support the overlying ground, or structures builtclonethereon, leached soil-horizon consisting o' SILT (ML). In general, the SILT i': •;t,ff to very stiff and is well and photogeologic analysis study conducted for the Scogqins Dam site in the Tualatin Basil s variety of failures may occur including lateral spreading, landslides, ground settlement, (1) th Site Preparation and Remov-d of ExistingFill drained Pocket penetrometer measurements Indicate approximate , onfined compressive revealed no evidence of deformed geomorphic surfaces along the structural zone (Unrw 1,04) No sand be , ,o poorly- n lurching, etc. The conditions necessary for liquefaction tionof to occur are (1) lhr v -_ - -I_ strengths of 1 5 to 4 5 lonsM2 In test pit TP-1, the thickness of this tcayer is about 3.5 feet. seismicity has been recorded on the Gales Creek or Newberg Faults; however, these faults are presence' to poorly consolidated, ke that prod sediment, (2) saturation of the sediment R It is our understanding that the ^'xistin house and outbuildings n h 9 g o the _rig well be demolished. considered to be potentially active because they may connect with the seismically active Mount groundwater, and (:1) an earthquake that produces intense seismic shaking (generally d Richter After demolition, all areas to f,• r laded should first h I e cleared of debris, trees, stumps, vegetation Soil B-Horizon: (0.5 to 3.7 ft): Underlying (ill and topsoil is clayey IT (ML) formir3 a clay- Argel Fault (the fault segment closest to the site) and the rupture plane of the 1993 M( r' Scntts sediment. greater than Mt;ov In general, older, more consolidated sediment, clayey . gravelly t rclew e c , and all debris icor t , should be removed from the . Ile Organic-rich topsoil should than be enriched native soil B-horizon In general, the clayey SILT Is stiff to very stiff. Pocket penetrometer Mills earthquake (Werner et al. 1992; Geomatrix Consultants, 1995). sediment. and sediment at;ove the water table will not Ilgnlefy (Youd and Hoose, 1978►. stripped. We anticipate that an average stripping depth of 4 to 6 inches will necessary to rernuvo measurements generally Indicate an approximate unconfined cornpr-ssive strength of 2.0 to 2.5 organic-rich topsoil Deeper pit ng, or tilling and root picking, to depths of 1 to 2 feet may be tons/ft' In test pits, the thickness of this soil horizon Is approximately 2 feet Simplified methods for evaluating relative liquefaction potential have been formulated using empirical necessary to removo tree roc;!- The final depth of stripping removal will be determined on the basis Portland Hills Fault Zone data from historical liquefaction sites (Seed and Idriss, 1971; Seed et al., 1983; Tokimatsu et al , of a site inspection after the Imllal stripping has been performed The majority of the stripped topsoil Willamette Formation: (2.5 to >12 ft): Underlying the soil horizons is clayey SILT (ML) sediment 1987). Application of these methods to the subject site is problematic, because damaging liquefaction should be removed from the sate; while the remainingtopsoil 1 nl should only be stockpiled In designated belonging to the Willamette Formation. In general, the clayey SILT (ML) is very stiff to hard. Pocket The Portland Hills Fault Zone Is a series of NW-trending faults that vertically displace the Columbia has rarely been proven at sites underlain by sediment with more than 35% silt and clay, and areas. Stripping c erations should be penetrometer measurements indicate an approximate unconfined compressive strength of 3.5 to 4.0 consequently, little empirical data is available for sites with these characteristics. Field e,formance PP 9 p observed and documented by the geotechnical engineer or his River Basalt by 1,130 feet and appear to control thickness changes in late Pleistocene (approx. P- representative. tonp/ft'. In test pits, the thickness of Willamette Formation is 3 feet to greater than 6 feet thick. 780,000 years) sediment (Madin, 1990). The fault zone extends along the eastern margin of the data and laboratory tests indicate that liquefaction generally occurs in well-sorted, loose to medium Portland Hills for a distance of 25 miles, and lies about 6 miles northeast of the subject site. dense sand or silty sand with a mean grain size of 0.08 mm to 0.8 mm (Seed and Idriss, 1971), Most Existing fill up to 3 feet thick underlying the southern orlion of the building site is poorly P t poo y compacted Lava: 4 to >12 ft : Underlying fine-grained sediment that plots above the A-line on the Casagrade Plasticity Chart and containing and should be removed ficin beneath the building ( �� • 1 ) rtyin the Willamette Formation is BASALT bedrock belonging to Geomorphic lineaments suggestive of Pleistocene deformation have been identified within the fault g ootprint. If necessary to achieve finish grade, this the Boring Lava geologic unit. Based on our test pit exploration, shallow BASALT is present on the g zone, but none of the fault segments have been shown to cut Holocene (last 10,000 years) deposits more than 15% grains finer than 0.005 mm will not liquefy (Seed et al., 1983). Willamette Formation material may be moisture conditional arid recom acted as engineeredIII. rxxl portion of the site at a depth of 5.5 feet. Practical refusal was encountered on hard (R4) y (BBlsillie and Benson, 1971: Cornforth and Geomatrix Consultants, 1992). No historical seismicity is exposed in test pits at the subject site consists of clayey, SILT (ML) with an unquantified amount of Y p f BASALT at a depth of 8 feet (see Table 1). Test clay. In our experience, laboratory analyses of similar Wlllamii Formation soils plot near the A line pits excavated to depths of 6 to 12 feet on the correlated with the mapped portion of the Portland Hills Fault Zone, but in 1991 a M3.5 earthquake and contain 8% to 20°� grains finer than 0 005 mm. Roush Grading =Ahem portion of the rite did not encounter BASALT. This sugg�.sts that the site is underlain by a + occurred on a NW-trending shear plane located 1.3 mites east of the fault (Yelin, 1992). Although l buried BASALT ledge. subsurface exploration at similar sites in the Tigard area indicate that buried a there is no definitive evidence of recent activity, the Portland Hills Fault Zone is judged to be Historic failures which have catastrophically aft The project ect ma include limited radii f klaselt tednss in this area are greater than 25 feet high. potentially active (Geomatrix Consultants, 1995), p affected man-made structures (,r resulted iri large n1ass P I Y grading or construction of a building pad underlain by native soil movements have tended to occur in young deposits (less than 10,000 years) where the water table and thin sliver of engineered till. All grading should be performed as engineered grading in was less than 15 feet deep and a nearby free face was present towards which failure could occur accordance with Appendix Chapter 33 of the 1997 Uniform Building Code (UBC) with the exceptions 13 1 Molaturrf and(3roulydwetaar Cascadl8 Subduction Zone (Seed and Idriss, 1971; Youd, 1973; Youd and Hoose, 1978). Test pits encountered no and additnuns noted herein Proper lest frequency and earthwork documentation usually requires groundwater to a depth cf 12 feet and regional groundwater mapping indicates that no significant daily observation and testing during stripping, rough grading, and placement of engineered fill. Fill On Jara�ary 25, 2001,soil moisture conditions observed in test pits ranged from dry to moist. No The Cascadia Subduction Zone is a 680-mile-long zone of active tectonic convergence where groundwater is known to be present in the vicinity of the subject site (Woodward et al., 1998) may consist of suitable on-site soils or imported material. Imported material must be approved by Sigrtl lOW groundwater was encountered in.ast pits to a maximum exploration d the geotechnical enyinee r prior to its arrival on site. Oversize materia' greater than 6 inches in Slle depth of 12 feet. oceanic crust of the Juan de Fuca Plate is subducting beneath the North American continent at a COmilt+ion soil mottling and day leaching indicates that localized, shallow, seasonal perching of rate of 4.5 cm per year (Goldfinger et al., 1996). Very little seismicity has occurred on the plate A cone penetration test (CPT) sounding located 1,400 feet southwest of the subject site penetrated should not be used within 3 feet of foundation footings, arid material greater than 12 inches in maximum dimension should not be used in engineered fill grourl�er occurs during periods Of interface in historic time, and as a result, the seismic potential of the Cascadia Subduction Zone is a the Willamette Formation and encountered unnamed sedimentary strata at an approximate elevation 9 �all" ainsa where prolonged rainfall. Regional groundwater maps show the site to groundwMer is largely absent (Woodward et al., 1998 . of 171 feet msl approximately 40 feet below the proposed building site (see Figure 1). The unnamed • ) subject of scientific controversy. Tire lack of seismicity may be interpreted as a period of quiescent stress buildup between large magnitude earthquakes or as being characteristic of the long-term strata is generally considered non-liquefiable based on its high degree of consolidation. Measured Engineered fill should be compacted in horizontal lifts not exceeding 8 Inches using staridar(J behavior of the subduction zone. A growing body of geologic evidence, however, strongly suggests shear wave velncities in the upper 65 feet ranged between 720 to 1050 feet per second (Mabey and compaction equipment We recommend that engineered fill be compacted to at least 90% of the g y 99 Madin, 1995). maximum dry density dvtermined by ASTM D1557 (Modified Proctor) or equivalent Field density ' SEISMIC 8ETTINt3 that prehistoric subduction zone earthquakes have occurred (Atwater, 1992; Carver, 1992; Peterson - � testing should conform to ASTM 02922 and D3017, or D155G Engineered till should be observed et al., 1993; Geomatrix Consultants, 1995). This evicience includes: (1) buried tidal marshes + recording episodic, sudd&n subsidence along the coast of northern California, Oregon, a-+d Based on the above information, we consider the subject site to have a low susceptibility to and tested by the project geotechnical engineer or his representative. Typically, one density test is At Imil three mqw fault zones calipable of gi r'terating damaging earthquakes are known to exist in Washington, (2) burial of subsided tidal marshes by tsunami wave de sits, 3 liquefaction. performed for at least every 2 vertical feet of fill placed or every 500 yd', whichever requires more po O paklloliquefaction testing. Because testing is traditionally performed on an on-call basis, we recommend that the ft Vloifli[y a Than C3ak+b Creels-Newberg-lift.Angel Structural Zone, features, and (4) geodetic uplift patterns on the Oregon coast. Radiocarbon dates on buried tidal OW PaMiand Hft Fauk Zone,and the Coca"Subduction Zone. marshes indicate a recurrence interval for major subduction zone earthquakes of 250 to 650 years earthwork contractor be held contractually responsible for test scheduling and frequency ;i with the last event occurring 300 years ago (Atwater, 1992; Carver, 1992; Peterson et al., 1993; (' Geomatrix Consultants 1995 . The inferred gels t Earthwork is usually performetf in the Summer months, generally mid-June to mid October, when mogenic portion of the plate interface lies roughly ). 55 miles west of the sutljec! site. warm dry weather facilitates proper moisture conditioning of suits Earthwork performed dur(fiq the 71 pOLtO d PY � • , S~ .-L" Coral sfr.0A10 Page 5 Page 6 d • S f 2001:25 s of • 9 Coral Str.f420 y , coil sty.M30 SIT2001.0002d SIt2001-00025 • 00 3Af ?of 34a ..... '.. S J•r.' -. ... .. " : .... ....-..•....-... .. Hawk. G; `+ "`' "", .• j �: Cm I I 1 ( 11 1 1 I Illlf iI III 1 II I III11111111111 IIIIIIII!Illlilllillelll 111111111 IIII�II IYlilll (till II rj I I�IIfI rill Ila 11IIIIIII 111111111 1111111 1111 III II (III Iillllllil I I I I I I I I 1 1 h N ) .01 go 1:! If! 17 le Ito 20 21 22 23 24 21S 26 27 29 29 310 10 IQ 14 Y ( k�'�S �,41• '{ L. S 1X1. t.' -� M Y r Fr g, 2 aA •. ., r -i }L ;. :.1 � \1P!1' °{�111'M•a!?•. .1'npKg„�rt�,l',rrtn,-.. p i J t Y i t ,, '•. MIT .. :,' 1. hL,,",', • r 1. • y 3: r7 fel• r. it�• GEOPACIFIC ENGINEERING, INC. GEOPACIFIC ENGINEERING, INC. - - - - -- GEOPACIFIC ENGINEERING, INC. GEOPACIFIC ENGINEERING, INC. Project No 017154 Project No 01Project No O1 7 7154 Project No.01 7154 - ---- ---- 7154 Martin Office Building Martin Office Building Marlin Office Bunidiny Martin Office Building Table 1 - Rock Hardness Classification Chart compactor attachments) may be up to 2 feet, provided that proper compaction is being achieved and conditions at the time of construction, and should be verified visually by proof rolling. Underslab each lift Is tested Use of large vibratingcoin wet-weather season well probably require expensive measures such as cement treatment or aggregate should be compacted __ imported granular material to compact fill to the recommended engineering specifications. pacts to at least 95% of its maximum dry density as determined by ASTM ODOT Field Criteria - - q p existingstructures anil improvements due to the potenttion ial for evibration cfinducd dabe mage. ge stored near Unconfined Typical E ui Equipment p . D1557 or equivalent. Rock Hardness Compressive I Needed For Rating__ _ _ _ Stren th P pp g Extreme) So ) qt Excavation Pavement Construction Erosion Control or ost-construction, the site does nota ea► to have hi h soil moisture conditions relative to the Y tt (RO Indented by thumbnail 100 psi Small hoe Willamette Valley region; however, the project designer or owner may.want to consider the following The scope of our roves Due to the presence of gentle .io a gradients and adjacent development, we consider the potential ( very Sots (R1) Scratched b - - -- investigation did not include pavement s p y p g I P additional measures listed in order of decreasing effectiveness) to further reduce the potential for y thumbnail 100 1.000 sr � 9 for adverse erosion during construction to be moderate The contractor should Implement the ' damp floors and damage to moisture-sensitive flooring - project erosion control plain conscientiously We recommend that cut and fill slopes be seeded r.• crumbled by rock p Small hoe P ant dc,sign for ilnvr�te driveway and parking area,, In general. we recommend proof rolling directly on subgr�ic;( !� .f loaded dump truck during planted as soon as possible atter construction. so that vegetation has time to establish Itself befor, hammer - --__ dr weather and on top of base course in wet weather in order to v, � ; � upgrade strength during Not scratched by construction. Soft areas which pump, rut, or weave should be stabili od prior to paving. If pavement (1) Maintain a slab water cement ratio of 0.42 or less utilizing mid-range plasticizers. Medium Hoe Soft (R2) thumbnail, indented tip, 1.000 4,000 psi (slow digging with areas are to be constructed during wet weather, Geor3acific should r, new subyradrr conditions at the onset of the next wet weather season gg g the time of construction so that specific recommendations can be ;r . (j,'r> (2) Thickening of the rock subgrade to a minimum of 12 inches and utilize clean rock with no more -- -. -- rock harnrmer _ small_ho�� t We., weather pavement than 21% fines. Medium to large hoe construction is likely to require soil amendment, or eotextile fabs( if, !j Hard (R3) Scratched or fracturf �' : r�110 8 OOp g 1 .► 6 inch Increase in base Foundations i Psi (slow to very slow rock thickness. The proposed building site is suitable for shallow foundations bearing on native soil and engineers-( (3) Sloping the subgrade soil away from the center of the slab at an approximate gradient of 1°�. y b rock hammer till Foundation design, construction, and setback requirements should r.un:farm to Chapter 18 of In, (4) Application of a moisture4rllrusion barrier on the slab (Preseal, Creteseal or approved) to the i digging), typically requires chipping with Generally, for minimum quality assurance, one subgrade, one base course, and one asphalt UBC and Oregon Structural Specialty Code (OSSC) The recommended allowable soil bearing surface of the concrete while curing. hydraulic hammer or pressure for footings on engineered fill Is 2,000 lbs/tt`. We estimate that a 6-foot-square footing - --- ----- -- -__ _ _ : . - compaction test (or proofroll) is performed for eve 100 l0 200 linear feet of paving. p 5 Placement of vapor barrier sheeting beneath the slab. Scratched or fractured --- mass excavation) every supporting a 70 kip column lord will experience an ultimate settlement of I inch. given the specified O Hard R4 Slow chipping with range in column loads, we anticipate a maximum differential settlement of 0.5 inches over a distance t ) w/difficulty 8,000 16,000 psi hydraulic hammer _Seismic Design of 25 feet. The estimated ultimate settlement of a continuous, spread footing bearing on native soil Not scratched or { - grid/or blasting Probabilistic assessments of the seismic shaking hazard in Oregon predict that in the next 50 year_, Moisture barrier products should be installed in accordance with manufacturer recommendations. Very Hard (R5) fractured after m..ny :16,000 psi Blasting bedrock underlying the subject site has a 10% probability of experiencing a peak round or engineered fill and supporting a wall load of 3 kips per lineal foot is 0.75 inch. The building should be complete and the HVAC system operating for a period of time during wet blows, hammer acceleration (PGA) of 0.20 g, a 5°6 probabilityof ex g ___-___ rebounds 1 of experiencing a PGA of 0.38 Ge f r experiencing a PGA of 0.28 g, and a 2% probability weather before moisture-sensitive flooringis applied. This time period should be long enough to - - - -- - _ _ The recommended bearing pressures apply to the total load (dead + IIVA load), and may be allow the vapor radiant within and below the building to stabilize and obtain acceptable slab increased by one-third for short-term loading produced by wind or seismic events. We recommend P 9 g P The project site lies within Seismic Zone 3, as de'ined in Chapter 16. Division IV of the 1997 Uniform moistures. that continuous footings for load bearing walls have a minimum width of 18 inches. Actual footing , widths, sizing, and reinforcement should be determined by the design Architect- or Engineer-of Maintenance of safe working conditions, including temporary excavation stability, is the responsibility Building Code (UBC). Seismic Zone 3 includes the western porrion Of Oregon, and represents an Record, The coefficient of friction between native soil or engineered fill and poured-in-place Footlng Drafns area of- of the contractor. Actual slope inclinations at the time of construction should be determined based defined d asaSe sly high seismic risk. For comparison, much of is risk and southern Alaska are • Seismic Zone 4, which is an area of highest seismic risk Consequently, m concrete may be taken as 0.35 with no factor-of-safety added. For protection against frost heave on safety requirements and actual soil andgroundwater oderate levels and maximization of bearing strength, we recommend that spread footings for two-story buildings to A perimeter footing drain is recommended around the building foundation. Perimeter drains should 4 feet in height should be sloped in accordane with conditions. All temporary cuts in excess of of earthquake shaking should be anticipated dorm th U.S. Occupa,ional Safetyand Heath , g e design life of the proposed improvements, p pipe Administration ) g ( and the structures should be designed to resist earthquake loading in accordance with the embedded at a minimum depth of 18 inches below grown consist of a minimu1T13-inch diameter Schedule 40 or AUS HighwayGrade, perforated, plastic I e (OSHA) regulations 29 CFR Part 1926), or be shored. The existing native soils enveloped in a minirrtum of 1 ff'per lineal foot of 2% '/2", open, graded gravel (drain rock) wrapped Classify as OSHA Type C Soil due to high groundwater. g methodology described in the 1997 UBC and 1998 OSSC. Based on the subsurface conditions All footing excavations should be trimmed neat, and all loose or softened soil should be removed with geofabric filter (Amoco 4545, Trevia 1120, or equivalent). A minimum one-half percent fall observed during our exploration program, UBC Soil Type S„ may be assumed for the site The from the excavation bottom prior to placing reinforcing bars. In order to verity subgrade strength, a should be maintained throughout the drain and nor)-perforated pipe outlet. footing subgrade inspection is recommended prior to pouring concrete. Excavations near foundation Vibrations created by traffic and construction equipment may cause some Cavin and raveling of corresponding seismic factors may be used In developing a normalized response spectra for the footings should not extend within a 1 H:1 V plane projected downward from the bottom edge of excavation walls. In such an event, lateral support g 9 assumed UBC Soil Type the contractor to prevent loss of round support pport for the excavation walls should be pr, oiled by Excavating Conditions and Temporary Excavations 9 pport and possible distress to existing or previously In our opinion, the potential for liquefaction or liquefaction related ground failure at the subject sit,' is footings • constructed structural improvements low, and no special mitigating measures are recommended against liquefaction We For wet-weather construction, we recommend that 4 inrhes of compacted granular backfill be placed SubsLrface exploration indicates that shallow, hard BASALT underlies the northern portion of the est site. In Test Pit TP 2 r Utility Trenches inch of differential and 1.5 inches of total seismically-induced ground settlement could occur at at the site BASALT boulders were encountered at a depth of 5.5 feet. Practical refusal in response to intense seismic shaking. The maximum differential lateral movement of soil beneath in the bottom of footing excavations Immediately after r�xcavation to protect the subgrade from water _ on hard (R4) BASALT was encountered with amedium-sized trackhoe at a depth of 8 feet (see foundations !s estimated to be on the order of 0.75 inch. Our evaluation of the seismically-induced softening. Table 1). No BASALT was encountered in Test Pit TP-1 to a depth of 12 feet near the southeast PVC pipe should be installed In accordance with the procedu,cs specified in ASTM D2321. We ground failure hazard is based on occurrence of a maximum probable earth uake corner of the building iiite. recommend that structural trench backfill be compacted to at least 90' of the maximum d dens) r ( GA) of 0.3 g. q event and a peak ` p' ° dry density ground acceleration P Concrete Slabs-0n-Grade obtained by Modified Proctor ASTM D1557 or equivalent. Initial backfill lift thicknesses for a %"-0 We anticipate that excavation depths of up to 8 feet will generally be achievable with conventional crushed aggregate base may need to be as great as 4 feet to reduce the risk of flattening underlying For slab floor design, the allowable modulus of subgrade reaction for a native soil and engineered heavy equipment. Deeper excavation is likely to require heavy ripping with rock buckets and a floxih;e pipe. Subsequent lift thicknesses should not exceed 1 foot. Typically, one density, test is fill subgrade may be taken as 120 Ibs/inf per inch. Underslab bat=e rock should consist of ripper tooth or use of pneumatic rock chipper attachments, and possibly blasting. dken for every 4 vertical feet of backfill on each 200-lineal-foot section of trench. If imported crushed aggregate containing no more than 7% non-plastic fines passing the No. 200 (0.75 mm) 6111 granular fill material is used, then the lifts for large vibrating plate-compaction equipment (e.g. hoe sieve. For dry-weather construction, the minimum recommended base rock section for capillary break is 8 inches. The total thickness of crushed aggregate will be dependent on the subgrade Page 7 Coral Str.9430 Page e 8 Coral Sir.9430 Page 9 Coral Str.9430 Page 10 Ccr;:l Str.9430 g SIT2001-00025 . SIT2001.00025 got 3�i 10 of 34N SIT2001-00025 S1T2001-00025 11 of 3415 12 or 41 R .. .,.••.••MM•�'1'iwM1h-+.e...,.,,,,..T'1•AtM!�I�rIM'i„^. ..._... GEOPACIFIC ENGINEERING, INC. __ - GEOPACIFIC ENGINEERING, INC. GEOPACIFiC ENGINEERING, INC. LGErO' FIc ENGINEERING,INC. PrOoCi No 01 7154 Project No 017154 - Project No 01-7154 LOCATION MAP WUpper Boones Ferry Road, Surle 100 Oregon 97224AAortin Office Burklmg Martin Office Building Martin Office Building )598-84.15 Fax (503)538-8705 UNCERTAINTY AND LIMITATIONS Woodward, U G., Gannett, M.W and Vaccaro, J.J., 1998, Hydrogeologic framework of the Willamette Lowland NORTH REFERENCES CITED aquifer system. Oregon and Washington: U. S. Geological Survey professional paper 1424-B, B2 We have prepared this report for the developer and designers, for use on this project only. The pages, map scale 1:250,000 report should be provided in its entirety to prospective contractors for bidding and estimating Atwdter, B.F., 1992, Geologic evidence for earthquakes during the past 2,000 years along the Copalis River, Yeats, R.S., Graven, E P , Werner, K.S., Goldfinger, C., and Popowski, T , 1996, Tectonics of the Willamvtte purposes; however, the conclusions and Interpretations presented In this report should not be southern coastal Washington: Journal of Geophysical Research, v 97, p 1901 1919 Valley, Oregon in Assessing earthquake hazards tinct reducing risk in the Pacific Northwest, v 1 Construed as a warranty of the subsurface Conditions. Experience has shown that soil and U.S. Geological Survey Professional Paper 1560, P 183-222, 5 plates, scale 1:100 000 groundwater conditions can vary significantly over small d;stances. Inconsistent conditions can Balsillie, J.J. and Benson, G.T., 1971, Evidence for the Portland HMIs fault: The Ore Bin, Oregon Dept of occur between explorations that may not be detected by a geotechnical study If, during future site Geology and Mineral Industries, v 33, p. 109-118 Yelin, T S . 1992, An earthquake swarm in the north Portland Hills (Oregon) More specii, ' nr on thv operations, subsurface conditions are encountered which vary appreciably from those described seismotectonics of the Portland Basin: Geological Society of America, Program," v. Anstracts, v 24, Carver, G A 1+! Late Cenozoic tectonics of coastal northern California American Association of Petroleum no. 5, p 92 herein, GeoPaclfic should be notified for review of the recommendations of this report, and revision Geololj(sts-SEPM Field TripGuidebook, May, 1992. of such if necessary Youd, T.L., 1973. Liquefaction, flow and associated ground failure. U.S. Geological Survey :.ocular 688. 12 p Cornforth and Geomatnx Consultants, 1992, Seismic hazard evaluation, Bull run darn sites near Sandy. We recommend that GeoPac+fir be retained to review the plans and specifications and verify that 4 Oregon unpublished report to City of Portland Bureau o1 Water Works our recommendations have been Interpreted and implemented as intended. Sufficient geotechnical '° Youd, T 1. , and Hoose, S N . 1978. Historic ground failures in northern California triggered c,v earthquakes: U. S. Geological Survey Professional Paper 993, 177p SUE3JI.CT SITE monitoring, testing and consultation should be provided during construction to confirm that the Geomatnx Consultants. 1995, Seismic Design Mapping, State of Oregon: unpublished report prepared for conditions encountered are consistent with those indicated by explorations. The checklist attached Orego- Department of Transportation, Personal Services Contract 11688, January 1995 to this report (Appendix B) outlines recommended geotechnical observations and testing for the project. Recommendations for design changes will be provided should conditions revealed during � Goldfinger, C . Kulm, L..D , Yeats, R.S., AppelgaLe, B, MacKay, M.E., and Cochrane, G R , 1996, Active strike Construction differ from those anticipated, and to verify that the geotechnical aspects of construction slip faulting and folding of the Cascadia Subduction-Zone plate boundary and forearc in central and Comply with the contract plans and specifications. northern Oregon: in Assessing earthquake hazards and reducing risk in the Pacific Northwest, v 1 :S 0>� U.S. Geological Survey Professional Paper 1560, P. 223-256. - - p� r �, �: "'; , . ' •i� . ;, t' Wfthin the limitations of scope, schedule and budget, GeoPaciflc attempted to execute these _ :7( •; ; services in accordance with generally accepted professional principles and practices in the fields of Mabey, M.A. and Madin, I.P., 1995, Downhole and seismic cone penetrometer shear-wave velocity46 geotechnical engineering and enga leering geology at the time the report was prepared. No measurements for the Portland metropolitan area, 1993 and 1994: Oregon Department of GeologyC '-�' ,. ' "' •w' warranty, express or implied, is made. The scope of our work did not include environmental and Mineral Industries Open-File Report 0-95-7. S,a y 1 CPT sounding',� ;,,.•, w.:. „► , ;y assessments or evaluations regarding the presence or absence of wetlands or hazardous or toxic • k^ _ t � •r.•..•\ • Madin, I.P., 1990, Earthquake hazard geology maps of the Portland metropolitan area, Oregon: Oregon - subetartt in the soil, surface water, Or groundwater at this site. Department of Geology and Mineral Industries Open File Report 090 2, scale 1:24,000, 22 p ` '` Sinoerety Peterson, C.D., Darioenzo, M,E., Bums, S.F., and Burris, W.K., 1993, Field trip guide to Cascadia ;. - . .•, , 1 • t>xr GEOPACflG ENGINEERING, INC. pn leoseismic evidence along the northern California coast: evidence of subduction zone seismicity in the central margin: Oregon Geology, v. 55, p_ 99 144. x, kk C p Cascadia m r �Ir 1' , '.k FYI3 Y h 1;k v n. .d.i• ',Ya'it�.�t4„1„oM ti L�t (°"'4� �lJ.0 PROF W r•� 0 n U r 1 S Seed, H.B.,and Idriss, I.M., 1971, Simplified procedure for evaluating soil liquefaction potential: Journal of �• t..•• • .. •r%+<,ic: . .� ,c• s ' • `, � } ,";rt+�,� w•, r,• fid.«f `\ EN6 Nff ,O � Soil M p •- • �,'i ''�. t• S Mechanics and Foundation Division, proceedings of the American Society of Civil Engineers, v. 'r :. • /�- s i 14743 97,p. 1249-1273. '' ( Seed, H.B., Idriss, I.M., and Aranyo, l., 1983, Evaluation of liquefaction potential using field performance data f 1 3 Joumal of(aeotechniral Er,gineering,v. 109,p 458-482. ,� , ,� { �� i ,$)► OREGON ;i _.. ,.• `��,� . .� + _, ,,;" • a ,4� ,�',� • biz ✓�44' Tokimatsu, K. and Seed, H.B. 1997, Evaluation of se'itlements in sands due to eallhquake shaking: Journal of - • 4�Es Geotechnical Engineering. v 113, no. 8, p. 861.878. ;1 1 Unruh, J R.,Wong, I.G., Bott,J.D., Silva, W.J., and Letiis, W.R., 1994, Seismotectonic evaluation Scoggins ``2�, " « N►� y. 4` Paul A. Crertlla,C.E.O. James D. Imbrie, P.E.,C.E.G. Dam, Tualatin Project, Northwest Oregon: unpublished report by William Lettis and Associates and �I _ ''to f,ra1 E GeoM►gjst Principal Geotechnical Engineer Woodward Clyde Federal Services,Oakland, CA,for U. S. Bureau of Reclamation, Denver CO (in i 4 Geomatrix Consultants, 1995). I F LOC1MlOn 5, Weiner, K.S , Nabelek, J., Yeats, R.S., Malbne, S., 1992, The Mount Angel fault: imp;ications of seismic Legend Approximate scale 1 in - 2 000 ft Date 1123101 k reflection data and the Woodburn, Oregon,earthquake sequence of August, 1990 Oregon Geology, Drawn by PAC pill 2-Me Pbn grid Exploralions AppWWW A-FbW�, Sarnpiing wW Laboratory Testing v. 54, p 112-117. A�fdf dh 0-CtWdit of ti�ioladxlical Obsetvalion and Testing i t Base map U S Geological Survey / 5 minute Topographic Map Series Beaverton Quadrangle, 1961 (photorevnsed in 19R4) " Project. Martin Office Building Project No 01-7154 FIGURE 1 • Tigard, Oregon 4 - S ftp 11 Cent Mr.M>t Paige 1 fIfTSN14SSM coral Str.94►o Page 13 1S d 1 SiT2001-00025 Coral Stn.MSO Coral Str.1M3? 14 of 1 So 3:8t 3112001 00025 18 of �• FGj .a. UN&LM" C1�1 I I 111 I`�I,fil lll'�'111�nt' Iwl�IiI'll�li►�It1'I4ti�l IY�lll 11111 1 .') It 21 1' ►I1I1►I illll�lll�llllli�llllli ►I�Uul1 II�II�Lllliiil"� li�l�iiil�lni�liu _. 1qu.•laa fe I la 1!P rig 211 ?•2 2i3 24 25 2e .�-- igloo ` ,! F , T'. , " ��, q! tirAr'!�eh F;( , , �t�!• �s E.n -t �'�1.,,., �� u �� .'�1'��t,��,�.��t r.n 5a � t Tin;.�` :S'��,. t!N,.1'�k'W i= 1 r. .V :t r�7i 6,4 • ' � f,:. t�, 1 I 44�Y'�'a t TT i l f,rt k4�'L �w x•4,5 3..- r J�c r{.,1,y � s , ,,l ci M y\ ''7 .r w,Lh,;` •,f i',� Y��;�,xU I�,ttfi^ 1.'1 r� �. ""';�i '�! ..X�,t}sh 'MS.-:t r'I j • k• . ti VY cru. . 'a•. �• ! > , „ .., . .: -. .:. l.. ;1. "t` • LIQ• t� 'w 91: -< ... ., •..:.. ..... ... . . , .., .. 1 ..,., ., , . ,,. . . .;'-'1'. 1,H, a•� s �,,:err.. q ;yy f • y 1i 4 y' Y' RGQEOPACIftc Emmatlt1Na,INC. 4 17700 SW Upper Boone*Ferry Road,Suite 100 SITE PLAN AND GEOPACIFIC ENGINEERING, INC. GeoPacific Engineering, Inc. RGLGeo, acific Engineering, Inc. EXPLORATIONS r -- — 0 SW Upper Boones Ferry Road. Suite 100 TEST PIT LOG Portland,Or n 97224 17700 SW Upper Boones Ferry Road, Suite 100 °� Pro)ed No 017154 i PP ry TEST PIT LOG and,Oregon 97224 Tel (503)598-8445 Fax (503)598.8705 Portland,Oregon 97224 Martin Office Building lel (503)598-8445 Fax (503)598-8705 503)598-8445 Fax (503)598.8705 NORTH Prop c t: Ma,tin Office Building APPENDIX A 4 Project: Martin Office Building Project No. 01-7154 Test Pit No. TP-1 Tijard, Oregon Project No. 01-7154 Test Pit No. TP-2 Tigard, Oregon r! FIELD EXPLORATIONS, SAMPLING,AND LABORATORY TESTING � � � ,�^ �� o � � it n ° a e a s Material Description a t r� o Materia. Description On January 25, 2001, three exploratory test pits were excavated on the subject property to depths of n v A -Q_" m a L n U m 6 to 12 feet at the approximate locations shown in Figure 2. A GeoPacific Engineerifrr geologist Organic SILT(OL-ML), brown,4 inch root mat, moist(Topsoil) evaluated and logged 1hp borings with regard to soil type moisture content, relative length, Organic SILT(UI-), many roots, moistATopsoil) _ __ - __ _ ( p ) groundwater content, etc. and collected representativ tinples for laboratory analysis. Logs of the 1 1,5 5 Soft to stiff,clayey SIL 1 (ML), light brown, some carbon fragments, cianip test pits are presented In this Appei,d:x. The test pits v,ere excavated with a 26,000 Ib Komatsu PC 4 Medium stiff SILT (ML),consistency is variable, many roots, moist i (Soil B Horizon) trackhoe operated by Curtis Heintz Excavating, Inc. of t;herwood, Oregon. All excavations were Poorly Compacted Fill) 5 -' backfilled Immediately after completion of logging anc' .impling Minimal compactive effort was 2 0'75 ( 1 6-inch thick soft, wet zone @ 2 feet applied to test pit backfill. - - - - - - - - - - - - t7 - - - - - t ' 3 1 5 Glass fragment @ 3 feet Hard,clayey SILT (ML), mottled light brown, orange and gray, nucaceous,damp i - ;" •; I Very stiff SILT (ML), gray, locally mottled with orange, uniform texture, low ; o (Willamette Formation) l -- w l• �,.�,., i ,_I i ossification, Moisture Content and Unit Weights 4 4.5 cohesion, dry(Leached Soil Horizon) Soil samples were evaluated, described, and classifier) in accordance with ASTM D2488 Visual- j _ _ t_ "_:`•' " Manual Procedure, the Unified Soil Classification System, and the Oreocm Department of 5 2.5 4" - ( i 1 rr i t +- -��4 ! Transportation Soil and Rock Classification Manual. All natural moisture samples were collected in 6 Basad boulders @ 5.5 feet, practical refusal on had(IR4)basad 0 8 feet�_ 3 plastic bags, and tested in accordance with the methods outlined in ASTM D2216. Moisture content 6 ---- - -- - - -' - '-- - - -- - -- - - -- - - -- ------ - - - Hard (R4)BASALT, boulders in silt matrix (Boring Lava) l �Ep2 �� ►-— ` is expressed as a percentage of the mass M water lost during oven drying to the dry weight of soil. 7 ��, Very stiff,clayey SILT(ML),light brown with gray and orange mottling,damp 8 (Willamette Formation) Practical Refusal @ 9 feet on hard (R4)BASALT r_._,�1 9 i '--- ' 10 �/ ► 1 10 Note: Basalt is continuouF,in trench bottom over a 10 fool length No seeps or grour,dwater encountered TP-3 Shallow Fill(2 to 3 feet) /' ' r TP-1 - f . 1 i 12 12 Test Pit Terminated @ 12 feet f �I-xl�•--L- • • 13 13 s 14 14 Note: No seeps or groundwater encountered. I SCALE 1 0 40 ft 15 16 Legend ew TP 2 Exploratory i est Pit / Estimated Limits of Shallow Fill Date 217101 Coral Str.9430 1 I SIT2001-00025 Drawn by PAC t 7 20 of 34= Site Plan Provided by J.E.Krause Architect P C.,dated December 20,2000 LEGEND l[c,rNt Date Excavated 1;25/00 Project: Martin Office Building Job No. 01-7154 FIGURE 2 �' `w' Logged B PAC Date Excavated: 112510 _ 40 Tigard,Oregon 1 coral sir.9430 �� S6a1 '�?' Logged By: PAC ,'a j ® TT o99 Y 8172001-001126 G `g' Surface Eiev�:6on Coral Str.9430 " Surface Elevation: sag sm r4 Buck~ ,� 1!Of M Sample Shelby l,ea$ample Seapape Wee.Baamq lone Wa,a,lwel ai Mw,dm.nern SIT2001-00025 '' Petpa 14 en SSW 6.a al s.mple she"Tut.s.mr* s«p.y. waur even°zone .fart=at�=Te^+ Coral Str.9430 17 of y}all 1, SIT2001.00025 -...«.... ...»,.,�...,- 19 of ,,..• .�yt„ .. nY.r....r,,, .,...x., .: ,'. - '. ,y.. ",.•.'•-r.w+R,n„'1�_• '_”=' �'nnl^ I 4 GeoPacific Engineering, Inc. GEOPACIFiC ENGINEERING, INC. 17700 SW Upper Boones FerryRoad,Suite 100 �• F ortland,Oregon 97224 TEST PIT LOG Project No 01.7154 Tel (503)598-6445 Fax:(503)59&8705 Martin Office Building Project: Martin Office Building Project No. 01-7154 Test Pit No. TP-3 Tigard, Oregon APPENDIX B ,a Material Description CHECKLIST OF RECOMMENDED GEOTECHNICAL OBSERVATION AND TESTING LLt Organic SILT(MLS, 3 inch root mat, moist(Tnpsod) 1 C 5 Sod to medium stiff,clayey SILT (ML), light own, moist Item Procedure Timing 1 01 Whom Done (Poorly Conpacted Fill) No. • 2 0.5 __ -- - _ _. __ _ _ ._ __ _ _ _ -_ -- _ _ _ - - 1 Preconstruction meeting Prior to beginning Contractor, Developer, k " Stiff.clayey SIL (ML),frown•uniform textur, . locally disturbed, some charcoal Site work Civil end Geotechnical r, fragments,damp (Soil B-Horizon) Engineers :, 3 2.0 _ Piece of plash' 3 feet --- ----- ------ --- - - -- i--- --- _- - -- 2 Stripping, aeration, and „C __ .. __- - - ---- -- - }{,,`. 4 3-5 - - " - --- ---- -- root-picking operations During stripping Soil Technician Very stiff,clayey SILT(ML),mottled fight brawn gray and orange,damp (Willamette Formation - 5 35 ) 3 Compaction testing of During filling, tested engineered fill every 2 vertical feet Soil Technician ' 6 - (90% of Modified) or 500 cyr ;Ow" Test Pit Terminated @ 6 feet 7 4 Compaction testing of During backfilling, j uv trench backfill (90% of tested every 4 Soil Technician 1 Modrtied) vertical feet for every a F 200 lineal feet r �'y Note: No seep-or groundwater enc,•ounter-d. - e 'l4 5 Footing excavation Prior to forming and Engineer or Geolo 1st r,;J ' _ inspections rebar lacement _g g_ 10 8 Proof-roll of pavement Prior to base course _ subgrade (dry weather) Engineer or Geologist e. µ`t y ftM Y t 7 Base course compaction Prior to paving, --' — - -�-- 12- (95% of Modified) tested every 200 Soil Technician lineal feet AC Compaction During peeving, tested 1A (9 11% (bottom lift)/92% every 100 Nnesl feet Soil Technician - c (top lift)of Rice) 14 9 Flrtel Geotechnical — - 16 Engineer's report Completion of project Geotechnical Engineer :1 --- — -- y� �.ii i r Dale Eacavaled: 112&W <r L12�gad�• PAC f n; Wtr �ftt ' IMM VON Page 15 coral Stu$430 817"01.M26 22 of "alt • panY. � #itladWF ✓r acr�m .w.r* knit, aesatl� ' �wevir�llrha� Www I�Was .ever iyMfltW LW " ' ll t Illlt�l IIII �I Ill i TI -11 I N Iflil ''1111111111111 ))illi 111111111 11111111 IIII fill-111-1111 l) I Iljll;l t Il1lltl) iiItt _I �rlal 10 I1 is la 14 1 1 !'T is Io I 129 �a `+� � !! � 94 7r Ite QQ i •4~!'11.1+:' e.w^.^'!".'"ln•.v vrw'Y.'^+"�„�EeMN`1..,:.+.�..R'NM",^'.. i. 4:'. It i w,:-' t ��+. •, t M1Wq ,:. r`a1 �.. - _.:.._ �.:,........ _..._.a.,..hJi.._.,t►i.. _ .___.4„ ...n, t.- •...r. ..:-_-.- ._ - ,___s.r__m......... ..,..4,7... d—o._,..u_._.._,y._�__, 1 f. „ ... ... . . .. . ... . : . . : . . CONSTRUCUON NOTE.5 RENAISSAI'1��C'E .DEVELOPMENT417771) 1. DIE CONTRACTOR SHALL COORDINATE START-UP AND ALL WORK W;TH THE ODER. - - IMPROVEMENTS i r 2. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPLICABLE w •� REGULA TIONS, SPECIFICATIONS, CODES, AND REQUIREMENTS' OF THE CITY AL TIGARD, APWA, AND THE OREGON STATE PLUMBING ��R THE,' * `}'I b C SPECIALTY CODE. 1 s 3. THE CONTRACTOR tSHALL. PROVIDE ALL WORK ILLUSTRATED ON THE �CO PB �,� �t L DRAWINGS INCLUDING ALL INCIDENTAL WORK CONSIDERED V ___ . NECESSARY TO COMPLETE' THE PROJECT IN A MANNER MARTIN OFFICE UII,DIN ��rAt 140E T`�N Rtflt11RE�7 s State 01`Oregon : ttl_ turall S ACCEPTABLE TO THE OWNERr � -----� _ peclalty Code 4• THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PERMITS, D •Concrete and Reinforcing Steal 4 FEES, AND CHARGES TO CONSTRUCT AND INSTALL ALL 94450 SW CORAL STRAElfid"T i SI TE IMPROVEMENTS ILLUSTRATED ON THESE DRAWINGS. D Bolts Ilnstall,�d In Concrete 5. DURING THE COURSE OF THE WORK THE CONTRACTOR SHALL TIGARD OREGON D Special Morn ent•Reslsting Concrete Frame COORDINATE AND ACCOMMODATE OTHER CONTRACTORS AND � ❑ Reinforcing S;: ' & Prestressing Steel Tandom �a� v c OPERATIONS OF THE OWNER AND LOCAL GOVERNMENT AGENCIES. f Sw CORAL T ❑ Structural Welding 5 6. THE CONTRACTOR SHALL REVIEW THE PROJECT GEOTECHNICAL d� INVESTIGATION REPORT PREPARED BY GEO PACIF7C THE ❑ High-Strength BaltJnp 5�` sw LOCUST ST CONTRACTOR SHALL BE RESPONSIBLE FOR FOLLOWING ALL, D Structural Masonry RECOMMENDATIONS AND CONDITIONS SET FORTH IN THAT REPORT. c N C3 Relnforned G S Gypsum Concrrta 7. THE CONTRACTOR SHALL KEEP 4N APPROVED SET OF PLANS WITH sw OAK ST ir ALL REOSIONS ON THE PROJECT SITE AT ALL TIMES. ANY ATTENTION: Or* on low ►•puw•• you to Halor rules adopted b ❑ insulating Concrete FIII the Oregon Utllty NotlAo•tion Gnt•r. Those n,l« on .•t rorttr CHANGES SHALL BE DESIGNED BY THE ENGINEER AND SUBMITTED In OAR ass-'001-0000. Yee may obtain cop!« or the rules by O SprayA II Pp ea FIre.Raeletivr Materials TO THE CITY OF TTGARD FOR APPROVAL. iq ooNlhO the center. CALL BEFORE YOU nli: O Plllnps, Drilled Plars and Caissons ' 8. IT IS THE SOLE RESPONSIBILITY OF THE PERMIT HOLDER TO �-� PMRAND UETt'C AREA !40-•0099 a; PROVIDE FOR PROPER RIGHT-OF-ENTRY (AIvO/OR EASEMENTS) �� QDtx�RHc COUNTY AREA e9e-4a4e 0 Shotcrate c ui OTHER �RE�S o PRIOR TO STARTING WORK. PROOF OF RIGHT-OF-ENTRY (AND/OR eFF0 R E 1-800-332•-2344 special Grading,Excanagon and Iming SW DAROTA ST PROPERTY EXECUTED EASEMENTS) SHALL BE PROVIDED TO THE ❑ smcsice-Control Systrs SSC A K4��C� z CITY. THE CITY SHALL IN NO WAY BE CONSTRUED TO BE LIABLE FOR THE PERMIT HOLDERS FAILURE TO OBTAIN OR PROVIDE PROOF ❑ ether Inspections R OF RIGHT-OF-ENTRY (AND/OR EASEMENTS). PTJ 1 ETH TIl�L JND ERGR'JUND VICINITY M�1 FA:lLl TY U'NNERS 9. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL PUBLIC 1,ILIT C�I�LL" GRADING NOT TO SCALE EXISTING UTILITIES ON/IN THE SITE. ANY DAMAGE TO THE EXISTING (,I PILI TY ROITI!( ICA TION CENTER NOTES UTILITIES, WHETHER SHOWN OR NOT ON THESE DRAWINGS. SHALL - - BE REPAIRED/PEPLACED AT THE CONTRACTORS EXPENSE. EXISTING 1 -800--332-2344 _ Q �� U. U SURFACE FEATURES AND FENCING SHALL BE REPLACED IN KIND. 6. THE CONTRACTOR SHALL UTILIZE SUITABLE SUBGRADC z M " OWNERIDEVELOPER M i 10. PRIOR TO CONSTRUCTION .' E CONTRACTOR SHALL EXPOSE, VERIFY MATERIAL FOR ALL FILLS. ALL FILLS IN FINISHED HORIZONTAL AND VERTICAL LOCATION, AND CONNECT ,AND/OR CONSTRUCT(ON NOTES PAVED AREAS ARE TO BE PLACED IN 8 LIFTS. THE. m � m �+ MATCH THE EXISTING UTILITIES AND IMPROVEMENTS IN CONTRACTOR SHALL COMPACT EACH LIFT TO A DENSITY M CONFORMANCE WITH THE INTENT TO PROVIDE COMPLETE AND - _ -�- NOT LESS THAN 901[ OF MAXIMUM DRY DENSITY BY ASTM RENAISSANCE DEVELOPMENT w °� N > OPERAl10NH1. SYSTEMS. D1557 (MODIFIED PROCTOR) OR EQUIVALENT. UNLESS OTHERWISE 1672 S.W. WILLAMETTE FALLS DR. °' ; U o Z2. ALL PUBLIC STREET IR�r✓Rf)VEMENTS SHALL BE CONSTRUCTED IN NOTED IN SOILS REPORT. COMPACT SUBGRADE TO A LINE NOT WEST LINN, OREGON 97068 0 0 �`�, a 11. THE UNDERGROUND UTILITIES SHOWN HALE BEEN LOCATED FRCM ACCORDANCE REE THE CITY OF' TIt�ARD AND APWA CONSSTANTRUCTED I LESS THAN ONE FOOTBEYOND EDGE OF PAVING, CURBS, 503 557-8000 FIELD SURVEY INFORMATION AND EXISTING DRAWINGS. THE CONSTRUCTION TH TH GS AND SPECIFICATIONS, LATEST REVISION. SIDEWALKS AND SIDEWALK EXTENSIONS. ( ) --- ENGINEER MAKES NO GUARANTEE TH!;T THE UNDERGROUND CONTACT: RANDY SEBASTIAN UTILITIES SHOWN COMPRISE OF ALI. SUCH UTILITIES IN THE AREA, Z ANY FILL PLACED IN BUILDING PAD AREAS SHALL BE EITHER IN SERVICE OR AB4NDONED. THE ENGINEER FURTI;r','t DOES 2J. ALL TRAFFIC EDITION CONTROL SHALL BE PERFORMED IN ACCORDANCE YI?TN COMPACTED. TP FILL SHALL BE CERTIFIED TO MEET NOT WARRANT TH,i*T THE JNDERGROUND UTIL177ES SHOWN ARF IN THE LATEST EDITION 0� THE MANUAL OF UNIFORM TRAFFIC THE STRUCTURA_ FILL REQUIREMENTS OF THE SOILS r!E EXACT LOCATION INDICATED ALTHOUGH THEY ARE LOCATED CONTROL DEVICES (MUTCO) AS MODIFIED BY THE OREGON ENGINEER, UNIFORM BUILDING CODE AND APWA. CIVIL ENGINEERISURVEYORS AS ACCURATELY AS POSS13LE FROM INFORMATI(N: AVAILABLE. THE SUPPLEMENTS. ENGINEER HAS NOT PHYSIC4LLY LOCATED THE UNDERGROUND 2�, ALL PRIVATE IMPROVEMENTS SHALL BE' CONSTRUCTED IN 8. ALL CUT OR FILL SLOPES SHALL BE CUNSTRUCTED AT UTILITIES. NO STEEPER THAN TWO (2) HORIZONTAL TO ONE (1) CNF CONSULTING, INC. CONFORMANCE WITH THE LATEST EDITION CSF THE UNIFORM N v o 1, Q BUILDING, PLUMBING, AND FIRE CODES, INCLUDING THE CITY OF VERTICAL, UNLESS OTHERWISE SHOWN ON THE PLANS. 6221 S.W. VIRGINIA AVE. SUI TE ��` w 12. 1}.E CONTRACTOR SFt��LL NOTIFY ALL COMPANIES AND AGENCIES �Op>sUIf1D s`, �, , �z WI'H THE UNDERGROUND FACII.ITIF_S IN THE PROJECT AREA 48 TIGARD SERVICE DISTRICT STANDARD SURFACE WATER PORTLAND OREGON 97201 CivF g We H(IURS BEFORE COMMTNCING CONSTRUCTION. SPECIFICATIONS EFFECTIVE AT THE TIME OF SUBMISSIk;H TO THE,5E 9. IF SPRINGS OR GROUNDWATER IS ENCOUNTERED DURING rr • T10N. DOCUMENTS TO THE CITY OF TIGARD. CONSTRUCTION, THE CONTRACTOR SHALL ADVISE THE. GEOTECHNICAL (503) 246-1200 AND CIVIL ENGINEERS OF THE CONDITIONS FOUND AND COORDINATE CONTACT. BRAD CREMENT, FRED FORD - 1J. CONTRACTOR SHALL CON DIIJATE THE RELOCATION, IF REQUIRED, 25. THE. CONTRACTOR SHALL BE RESPf NSIBLE F•OR THE CONTROL OF HIS HER ACTIVITIES IN A MANNER THAT WILL ALLOW THE ENGINEERS PRIM p OF EXISTING UTILITIES AND ANY ABANDONMENT OF EXISTING / . �- FACILITIES WITH THE INDIVIDUAL. UTILITY COMPANIES PRIOR TO DUST AND DIRT RISING AND SCAT ER1NG IN THE AIR DURING TIME TO REVIEW THE SITUATION AND PREPARE A PLAN TO PROPERLY GENERAL CONTRACTOR CONSTRUCTION. CONSTRUC77ON AN(D SHALL PROM►F_ SKATER SPRINKLING OR OTHER DISPOSE OF THE WATER ENCOUNTERED. SUITABLE METHOD OF CONTROL. •HE CONTRACTOR SHALL COMPLY U, 14. ALL EXISTING SITE CONDITIONS AND ELEVATIONS SHG1M" ON THESE WITH ALL GOVERNING REGULATION,; PERTAINING TO ENVIRONMENTAL 10. CONTRACTOR TO HAVE SUFFICIENT NUMBER OF COMPACTION PLANS ARE FROM A5-BUILT DRAWINGS AA,'D A SURVEY COMPLETED PROTECTION AND OBTAIN ALL REQUIRED PERMITS. TESTS PERFORMED TO MEET THE CITY OF PORTLAND, RENAISSANCE DEVELOPMENT BY THE ENGINEF..R AND OTHER CONSULTANTS. THE CONTRACTOR 26. DURING THE COURSE OF CONSTRUCTION, CONTRACTOR SHALL KEEP AND MULTNOMAH COUNTY REQUIREMENTS AT THE 1672 S.W. WILLAMETTE FALLS DR. SHALL VISIT THE SITE AND VERIFY ALL EXISTING COND1110NS AND DEVELOPERS EXPENSE. TESTS SHALL BE PERFORMED WEST LINN, OREGON 97068 n , ELEVATIONS ARE TO HIS ER SA TISF 4CTtMN Ail. DEBRIS CREATED BY HIS/HER CONSTRUCTION EFFORTS OFF 7 � � PUBLIC STREETS. BY A QUALIFIED TESTING AGENCY AND WRITTEN (503) 657-5739 � • RESULTS SHALL BE PROVIDED TO THE APPROPRIATE < 15. ANY ALTERATION OR VARIANCE FROM HESE PLANS EXrEPT MIMOR AGENCY, CIVIL AND GEOTECHNICAL ENGINEF_RS, AND OWNER. (503) 515-4615 mobile {-- o FIELD ADJUSTMENTS NEEDED T'1 MEET EXISTING FIELD CONDITIONS, 27. DO Nor SCALE DIMENSIONS FROM THESE DRAWINGS, ALTHOUGH THE ZE 1 o SHALL FIRST BE APPROVED BY THE OWNER, CIVIL AND DRAWINGS APE TO SCALE, THE EK.:MEER SHALL BE CONSULTED IF SHOULD COMPACTION REQUIREMENTS NOT 8E MET, CONTRACTOR CONTACT: BUTCH CARTER � l� GEOTECHNICAL ENGINEER, AND APPLICANT AGENCY DIMENSIONING IS UNCLEAR OR INSUFFICIENT SHALL RE-COMPACT THE FILL AND PAY ALL ADDITIONAL TESTING COSTS. -�- REPRESENTATIVE. 28. VERTICAL DATUM IS BASED UPON CITY OF TIGARD GIS CONTROL 11. ALL TREES, BRUSH AND DEBRIS WITHIN LIMITS OF THE SHEET INDEX w �, 16. ANY CONSTRUCTION MSERVA17ON BY 774E COUNTY, CITY, OR THE NETtNOP,K STATION GC-022- 082. A 2 } " BRASS DISK PEAK THE RIGHT-OF-WAY AND ON THE LOTS TO BE FILLED SHALL BE ( ENGINEEP SHALL NOT, IN ANY WAY, RELIEVE THE CONTRACTOR INTERSECTION OF SW GREENDURG RD do SW CORAL ST, REMu TED AND DISPOSED OF BY THE CONTRACTOR. FROM Ah OBLIGA 77ON TO PERFORM THE WRK IN STRICT ELEV=7,27.69' SHEET 1 OF 13 COVER SHEET U � § CONFORMANCE WITH THE APPLICABLE COOLS AND REQUIPEMENTS. 12. ALL AREAS OF CONSTRUCTION SHALL BE STRIPPED. STRIPPING SHEET 2 OF 13 EXISTING CONDITIONS PLAN < � 29. DUST ABATEMENT SHALL BE MAINTAINED BY ADEQUATE WATERING SHALL CONSIST OF REMOVING THE TOPSOIL HUMUS.' STRIPPING SHEET 3 OF 13 DEMOLITION PLAN U Q � z o 17. APPROVED EROSlUN CONTROL MEASURES SHALL DE TAKEN. THE OF THE SITE: MATERIALS SHALL BE DISPOSED OF ON THE SITE IN AREAS Z � SHEET 4 OF- 13 SI TE PLAN C( NTRACTOR SHALT. PROVIDE ALI. MATER,' L, EQUIPMENT, AND DESIGNATED BY THE ENGINEER, OR REMOVED FROM THE SITE. SHEET 5 OF 13 GRADING & EROSION CONTROL PLAN PERSONNEL NECESSARY TO MAINTAIN SUCH EROSION PROTECTION h a MEASURES. ANY DAMAGE CAUSED BY EROSION SHALL AE SHEE r 6 OF 13 GRADfNG & ERD!'ION CONTROL.. DETAILS a' f " CORRErTED BY THE CONTRACTOR. GRADING NOTES iJ. EMBANKMEN?S OR STRUCTURAL FILLS FOR ROADWAY CONSTRUCTION OR SHEET i OF 13 STORM PLAN y , q FILLS TO BE CONSTRUCTED ON BUILDABLE AREAS SHALL BE CONSTRUCTED r H "4 - - - -- FROM EXCAVATED MATERIAL ACCEPTABLE TO THE GEOTECHNICAL ENGINEER SHEET 8 Ot '; SANITARY & WATER PLAN Q ` 18. ALL yr EN CUTTING Of• EXISTING SIREETS SHALL BE PATCHED WITH SHEET 9 OF 13 LANDSCAPING PLAN z z� Mt �# *.'i AC (TEMPORARY) GR HOT MIX, AT THE CLOSE OF EACH WORK 1. PROJECT GRADING LIMITS SHALL BE ALL PROPERTY AND SHALL BE BROUGHT TO GRADE IN LIFTS NOT TO EXCEED 8" LOOSE µ,� hti� : "# �r SHEET 10 OF 13 CORAL S REE T IMPROVEMENTS i9 DAY. JT�,_NCHES SHALL NOT BE LEFT OPEN OVERNIGHT. LINES AND STREET RIGHT-OF-WAY, UNLESS OTHERWISE MEASURE. EACH LIFT SHALL BE COMPACTED TO THE STANDARD p` o `I' SHOWN ON n:E GRADING PLAN. r• SHEET 11 OF 1.s DETAILS +,nr �, , "t �, SPECIFICATIONS. COMPACTION .SHALL BE AS PER GRADING NOTE 6. CITY OF TI(�AHD cV ,'` �; 1 . ,, w'! �`�w r ti� + 19. DEMOLLITION WORK SHALL INCLUDE_ REMOVAL 'OF ALL STUMPS AND 2. STRAIGHT GRADES SHALL. BE RUN BEIINEEN ALL SHEET 12 OF 13 DETAILS Approved. II VEGETATION Dom& CONFORMANCE WITH ALL REGULATIONS FOR SHEET 13 OF 13 DETAILS Conditional A • ...,•.,.,"""""'»�"' IXC FINISHED GRADE ELEVA110N5 AND/OR FINISHED a' E 14. FILLS SHALL NOT BE CONSTRUCTED ON NATURAL SLOPES STEEPER ty pprovcd . . For only the work•B f�atl bt»»w »� �. k +u�r"�' SUCH MbRK SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. CONTOUR LINES AS SHOWN UNL S4 OTHERWISE NOTED. THAN TWO HORIZONTAL TO ONE VERTICAL. CONSTRUCTION OF PERMIT NO w• OR FENCES. STRUCTURAL FILL WHERE THE EXISTING SLOPES ARE STEEPER THAN 20. ON AND UNDERCROUND 'GPOLESI AND MISCELLANEOUS LITEMS(NOTAL .T• ALL PROPOSED ELEVA TIONS SriOWN SHALL 8E ' S ett•r to w 1 r CONSIDERED TO BE FINISHED SURFACE ELEVA TIONS FIVE TO ONE AND THE DEP 1N OF FILL IS GREATER 1EtQ THAN FIVE FEET, Yy�3t:.y. . ti- 0 � UNLESS OTHERWISE NOTED. ,'HALL BE ACHIEVED BY BENCHING INTO SOUND BEDROCK OR OTHER LEGAL DESCRIPTION J,*Addn►ss ANO INE CLEANUP OF DEBRIS IN DIE CONSTRUCTION 'T•1L- i COMPETENT MATERIAL AS DETERMINED BY THE GEOTECHNICAL ENGINEER. �r AREA ARE ALL 10 BE INCLUDED IN THE REMOVAL BID ?1FM. 4. CONTRACTOR TO REMOVE AIL UNSUITABLE MATERIAL DEBRIS OR ORGANIC MATERIALS WITHIN GR401NG AND THE BENCH UNDER THE TOE OF A FILL SHALL BE AT LEAST 10 FEET 21. 1t SHALL BE THE' RESPONSIBILITY OF THE CONTRACTOR To FILL LlMf1S PRIOR TO FILL PLACEMENT. BENCH NEW WIDE. THE MAXIMUM DEPTH OF' EACH BENCH SHALL BE 5 FEET. LOCATED IN THE SE 1/4 OF SECTION (,�.1, �"� ''4, LOCATE AND !'OOROINAIE THE REMOVAL OF IEXISTTNC U11UT)ES OR FILL MATERIAL INTO EXISTING GROUND. NO ROCK OR SIMILAR IRREDUCIBLE MATERIhL WITH A MAXIMUM 26 AND NE 1/4 SECTION 35, ITS, T." �{•, p k PROPER FILLING OF THE U17UTIES (SEPTIC TAWS; LINEC ETC..) 1F DIMENSION GREATER THAN 12 INCHES SHALL BE BURIED OR PLACE? T2W WN WASHINGTON COUNTY ' '` 4 1 THEY ARE TO REMAIN. I t SHALT ALSO BE THE RESPOriISIBfU lY OF 5. THE REMOVAL OF UNSUITABLE MATERIAL SHALL BE THE CONTRACTOR TO CONTACT THE STATE OF OREG�I WATER DONE IN CONSUL TA17ON WITH THE SOILS ENGINEE►?. !N FILLS. SEE DETAILS: 2 3 PORTLAND, OREGON. . �, �.�. o ¢' (� copy UNSUITABLE MATERIAL SHALL 8E DISPOSED nF AS MASTER (303) 881-7018 1b Af'P/tOVE THE ITl1NC OF ANY DETERMINED BY THE SOILS ENGINEER. SEPTIC TANGS AND REMOVAL OF :ANY EXISTING WATER WELLS. Coral Sir.9430 SIT 25 23 of 3f n 1 2001-000. 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(AS (IAS - - (AS 8 S : rr--• CA STA 10+00 Sw �K 8 ss �� :r--ast.____ac—j� U SW CORAL SIRIV I c` g : m • — v __v --v v 30 0 16 JO 10 -- p A SAN AIH __� F- •n. Rw - 210.80 , _ _ _ �r •w �r10�� E IN (w)-206.3 6- j 720 '017-X6 — — E OUT(E)-200.2 a' 1 Inch 30 ft. h CA MR RAYN 1 �_�v a!- n4 es I!' ct E rib evol24rJill I! Ur7U l / TAX LOT 14601 /PAu 174 PAN= •/ � DT10 1B� CJ — — — - - I I LEGEND: / ET24 sir i /'. EDGE OF PA VEMEN T tnlaN CA MH el4sly —` , / °"o 1 DECIDUOUS TREE / ICED MIN RN1R / I _ — — — — [1114 TAX LOT / 4400 i EVERGREEN TREE 1 D T!81`tl.I / I rAX LOT 14500 1 0170 TAX LOT 4200 — _ _ _ PROPERTY LINE POWER POLES z • I DTz.�n � one r �-_ U m 017Yb I �— SIGN m �, m D rlxe I o WA TER METER > 1 ur�r, ; ( o v I � 1 ■ CA TCH BASIN o �` Q r 1 z/6 MANHOLE ,— UTX(c urs r PT a — y —y — UTILITY LINE, 'W' WATER, 16 JI8 112XIO Ui ` mG -"- — --- — — — — — — — — 2 - ! — nra 214—v— — 'SD' STORM, 'SS' SANITARY �0\�� 6�rL N '371E I60.0A'E1A � l0 � Dr& f IN E'8 cr 1 211 ,�'r"j �ANDSCA AREA •—� Z�2 010 -- rill) w ?r? ET6 � ,;• ;;. NOTE: ..�, �I TAX LOT 5000 PRIOR TO CONSTRUCTION THE CONTRACTOR PARr(NIO ,'' / i ;' /% I SHALL EXPOSE. VERIFY HORIZONTAL AND �/� �� VERTICAL LOCATION, AND CONNECT AND/OR MATCH THE EXISTING UTILITIES AND IMPROVEMENTS, IN CONFORMANCE WITH THE NEnr•E KW. INTENT TO PROVIDE COMPLETE AND OPERATIONAL t, TAX LOT 4800 P' SYSTEMS. Q v � TAX LOT 4801 / / TO THE UNDERGROUND UIIUTIES SHOWN HAVE BEEN � E v LOCATED FROM FIELD SURVEY INFORMATICN AND " EXIS17NG DRAWINGS. THE ENGINEER MAKES NO c N I TAX LOT,# 4900 I // / GUARANTEE THAT THE UNDERGROUND UTILITIES Z L �' j SHOWN COMPRISE OF ALL SUCH UTILITIES IN THE (� 0 AREA, EI THEA IN SE•RVCF_ OR ABANDONED. 111E J Z ENGINEER FURTHER DOES NOT WARRANT THAT ck, � � �� THE UNDERGROUND UTIL1 TIES SHOWN ARE IN THE 0 O �/ / EXACT LOCATION INDICATED ALTHOUGH THEY ARE �� LOCATED AS ACCURATELY AS POSSIBLE FROM INFORMATION AVAILABLE. THE ENGINEER HAS NOT ^� N PHYSICALLY LOCATED THE UNDERGROUND M-207.20 nT14 PAMUM U 1TL1 TIES. 0 [ W-90301) rt'(F� IE our-21" is- 004 AM IIo Jo•7o I CA1cN 6Aslu ALL EXISTING S17E CONDITIONS AND ELEVATIONS Ld O Z w w-saw u'_(" m-2oe�o6 SHOWN ON THESE PLANS ARE FROM AS-BUIL T rr `� E«-78786 6 (N) a4-ta•+a 121 DRAWINGS AND A SURVEY COMPLETED HY THE U Z V e ar malo i� ff�� u 12-�) ENGINEER AND OTHER CONSULTANTS. THE � r ^ _ CONTRACTOR SHALL VISIT THE SITE AND VERIFY V) v ,,______�_ _�'T____` ALL EXISTING CONDITIONS AND ELEVA 1101VS ARE Q sa --_ _ ' -- ' " a< -- ----•-�- - -- — TO HIS/NER SA TTSFACTION. � T L — — SD r'1 GAS--aAf—WS—ats—aA5—aAl—QAf— r SD SD --SD GAS—0A.1—ats—ws —' rAs r•ts GAS—nAs aAt aAs— I I MS WS OAS—SAS{--OAS—aAs—aAS—GAS---GAS GAS---GAS GAS—GAS---GAS GAS----GAS--GAS--- GAS--- te--» �LOCUST 811�Ef "—r6�--'a--,► — « 6. ---�6_--,.-_--« - --— - - _ --se --- sD -- rip —sa sa—sa sa --sa —�-- ... V y _y y '--y -- V y -- 1 V � _. '-- D --SD SD S --- Ljj - tft'�A�a ' ? v v v v —v v D SD —SD -- o —SO —SD —SD S ` pt y. , ... .. ,. -, ,: ,.. -,,. • . �. . • 5.--- V y s. . y y -,- y Ad so of 707.07 b • JIM 1/I — — — — — —— "'_ti E 61 A�-HILI 6' Irl-n7•� — � !AN IMI (N}r6S7 6' a 7M701.ae rM'(M) R1II-76i�r n «w,.R i i it hrCrff E our M-117 r „•(� K aur(th-tn.e r � N � T� Coral Str 9470 SIT2001-00025 24of S �.•. s,, ,1, ,,. .. . , : .- „ -. ' ,.• - Wil ull 1111 ll)) III Ilit III ► I 1 , i I I I I 1 ii` CITI ( ( ( I 1 II I IIIllii�l111�IIIIIIIillll VIII! I IlUlllull Iryllll 11 III 1111111111 111111111 III►11111 IIIIIIIII IIIINIII tlll�llll Ilitl 111 IIIIIIIII III II111 lulu I I Ifi I I II I III!IIIII Drool esu I 0 I 1 I$ 13 I d Ile !7 I• Is •O Z)I 2�?. 2I3 214 AT6 S�"f �8 • SIO r l l 77i y i A. ^ F r r:, L i. r,l.. . F.,...; •I „, :, , : .. � 1�'i;,4k1. `a+ ilris�,��+ aH: �r��.,..+ .�ra�z>al , .ti;-. v•at. tl t E�" 1 r. z r .:r. _ b. :,...•„ ,. rH.'I ',,,.: 1�a t""y.!' {f r�L,o.�1r;�' M'�r.: t : .. .. r '. .., , •. I•, .I „ nt.. .1f -i w,. 3 Cv • + tn in a W N g o f C > ° -- t, u m i V .0 c N to Y ' • ' 40[ M N I to w � "r lit a • ' C LL . UV y ° ° 4 — - -� i TA20 - ':� TAS GAS -- GAS +-=-- GAS GAS GAS GAS :— GAS o —10 to .e - GAS GAS GA$ GAS GAS ' — — \ tom\ GAS -- GAS 1-- GAS -- GAS -- GAS GAS GAS A A — — GAS GAS - - , 2O �L. 'tom - "�• w� w S i, ! ,Si SW CORAL SPREE g ;' i S S— , ��-9S --�s rn — r -- , V V ---. V N i.•i iu ( -- t0- SD v — v v --- — v _ --- _. _-- ' do SD SD S, APPROX. LOC. v --- v -- - v -- v --- -- - �. r'- .72,,--SANT TAR LA IERAL H �,,-'' w v 4 ' TO BE ABANDONED " EXISTING WATER ME�_,_ (NOT IN SERVICE) l0 BE R►:MOVEq- F _ �c�, i ''2� O T I t I TREE TO BE ' .� REMOVED (TYP) f (. T 1�� / f / D110 REMOVE EXISTING // 1 1 Dr i I- HO()SE do WALK l C.. . - D 110 D T 2XG y--- L / ; i �� c Cn TREE TO REMAIN /' - -� f01 HOU / m . cri HOUSE 3 I E T 30 '" /-- / / / TREE To BE o o Q )TIO REMOVED (TYP) ) �1 ® DT1a o 41 ------ i- I JEMOVE EXISTING r SHED t 112 L1710 " D T1,9 APPROXIMA TE LOCA TION OF SANITARY DRAIN FIELD CONTRACTOR TO FIELD VERIFY f PRIOR TO CONSTRUCTION � ��V I; tIT2XAL 'E' DTI - - - -- �; tl tfi t 1)Tzx 2. t D TO % D T2X6 / TREE TO BE �1 I REMOVED (TYP) (i 1.3'!6 r1 let O m , DTT' DT8 I _I !, DT8 �— D T2X 10 !may _---�— --- -- - - — -- - -- - - -- -I _; , 1 :- --' ; W I � - S�? DT8 5. u O o -_ _ f _ _ - E _ - - - - ---- - , STUMPS / ��- - DEMOLITION WORK SHALL INCLUDE REMOVAL OF ALL C) c o ETa / ' _ -• AND VEGETATION DEBRIS. CONFORMANCE WITH ALL O z (N DT8 E T8 E TA '� 11 -_ _ I`, E� LANDSCAPE' ,4RE.1 I7,)12 REGULA BONS FOR SUCH WORK SHALL BE THE RESPONSIBIL I TY L � X F. 1U ETIU '1 r —� - �� OF THE CONTRACTOR. �� O 0 r EXISTTING SHED"_T0 kL. RELOCATED ETfi ` 1?-` -- REMOVAL OF EXISTING INTERIOR FENCES, SERVICE LINES Q (AERIAL AND UNDERGROUND), POLES, AND MISCELLANEOUS Q w ITEMS NOT SHOWN, AND THE CLEANUP OF DEBRIS IN THE CONSTRUvT10N AREA ARE ALL TO BE INCLUDED IN THE REMOVAL BID ITEM. 7 r IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TOcr I / OFFICE BUILDING / LOCATE AND COORDINATE THE REMOVAL OF- EXISTING UTILITIES /� / OR PROPER FILLING OF THE U nLIIIES (SEPTIC TANKS, LINES, ETC..) IF THEY ARE TO REMAIN. IT SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT THE STATE OF OREGON WATER MASTER (503) 681-7018 TO APPROVE THE / / ,/•/��, FIWNG OF ANY SEPTIC TANKS AND REMOVAL OF ANY EXISTING y' / WATER WELL S. ------- HEOGC � Lt � i (,oral Str 9430 STT 2001-000 2 5 25 of • fr • will Cm 111 Hir�lli „ 1 I 1 N 1 I 1111 Ilil illl IIII IIII IIN Illr llit 1111 (III I.�OJIY ssT11! ( I I I . I t rrn rn r n uu lul rill nu uu nn rn, lul uu lul tul nn nn ur, nrl nu n!1 un rnrl,ur rurlul, uulnil ulllrnr i. ' +,+ d1� gy` �}Y,, f .•, �„ A tOww�lpl 8 -- - - - ,ryt o r 1 1. 1� alo 4, ' 1 r i rr , —. - � , ..a E T 1++,. r if r , Y u r, . ... . • . . . .. ?N • O s. CJ 0 v �, u p �a N m f • t: Oo q c"') u I.LJ y w � (j SEE SHEET 10 OF 13 cv FOR PUBLIC I MPRO VEMEN TS TO SW CORAL STREET ��'' - -- v4 QU n t v -- -- GAS -- - c„>; r.As -- GA•; -- Ind$ __- GAS fins - `9 i 20 0 10 20 40 S • _. GPrS ---•---- CAS --- GA ice'---- GAS GAS ---_... GAc I - u `! . 77T.__•71'. - �>7-'77T-"" - - -SAX -a.... r-.i tt. Go ==-- }- :SS�r. cc�_o % '' ----7n---=-3;,�►Ch 20 'S SW COIRAL STREET --�S; _ 4 ��-----s.;-----�-__ -- ct O =•gyp-�-•- c--._. _ W W WW .. w v - w -- v __- W _ W -___ W V ---- TL ,1 -�- W , ___ W -- __ __ W 111 allffR i'i a•�'�'f.rf■Tf■7"2•�1j ffi'i frf.�'- - - _. 1 _ _ 10.0' SETBACK (TYP.) o -- - - - - 4 STD. STALLS 5 STD. STALLS 30.00' �o - ---- r-- O X --'( ai 10.0' SEIBAQK (TYP.) N •5' •sal �5' .5 5' S' �5' t:ONCREIE 90EWALX �' 8.5' 5' S 5' .5' ' .s. (TYP.) N c C C j: I Ii MCHALR RAMP in - �p��tc �ablc' V i I�G� � t'� e C0mw-, rHf3 Grp Pe✓ N 6.0' wQrnft7 s ..___ wi V ac �kOA� Cvr1JL•' St{TfO� W/ EMy1KCt of m U (p V °� d cRosswAtX G ~ r4 C v�.�r•+T a+� I I N SIRIPINC (TYP.) - �L _ ,<� yyy��z - i I 4 t:dIS:1m m ti oil r t ? COMPACT STALLS � I ti RACK 5.0' ,�-*- b$' x' 0' O 7.5 X 15.0' 8. 6 S ST LS I .;/ ACC 24' PUBLIC I Mi o 08. ' X 2 .0' !' ACCESS----j 1 1 i N 8.5 5' / (11 C h / 6%. C EASEMENT U I SITE STATISTICS Tl S TI CS -- 6.0' WALK 5' S' S' .5' - 8.5' S' , ��% 7.5' 7.5' t, I , - .0,f •pe 9On U I y n _ �; • .. tJ e' I - TOTAL SITE AREA �� l CI wa *kis avea -" i ' 33,459 sq. ft. r, WNEEI�CIIAIR;% / '� Y ✓�• �' " I ---------------- •-��--- I I � e � � rn 1 r, o •� I�AMFrYp:y, / i PROPOSED OFFICE BUILDING ROOF AREA : ,! / �; CAMP-221.a/ ; /,/ % ,' ,/ ___.�_.. A I _ I 8 228 s ft. �s. . LJ 'RAMP,*2 6. .' y_ cr /(M�, rA PARKING, 1 (n cd I A KING, S DEWALK, TRASH CONTAINER, MISC. IMPERVIOUS FEATURES, ETC... MARTIN BLCONCRETE w LL 18,001 sq. ft. q "I " /1 ' //j/%/' ,.' {.� OFFICE ,� % i ;/ %% ; , - - TOTAL IMPERIVOUS SURFACES „ BUILDING %%ji ;�' / ' k 26,229 sq. ft. U LANDSCAPING FF Q) V) t) i REQUIRED 159 OF SI TE AREA a N to . 5,020 sq. ft.cn I- // % v ------ ,� ACTUAL 21.69 OF SITE AREA W O P od i �n k 7,230 sq. ft. J / i / ! : ;�� /;i // i o - ---- i N $ ;n 1l-LOWABLE (ACTUAL MINUS OVERHANGS, ETC...) � 0 20. 1 9 OF SITE AREA 6, 732 sq. ft. > W N - 7.0' WALK 24.0' 13.5' U � o x 17 -- LLJ -_• �■ PARKING STALLS o 0 - O ` 7 N 10.0' SETBACK (TIP.) // / 2.0' OVERHANG LIJ 3 0' OVERHANG LU 1 SHED REQUIRED 2.7 / 1000 sq. ft. = 48 U z ? V a ACTUAL TOTAL PROVIDED = 54 Q 2 COMPACT ALLOWED (509) = 26 V Q PARKING SPACES BREAKDOWN Z N STANDARD = 26 W II COMPACT = 22 I t OFF7C BUILDING ,'•% // %�/ HANDICAP = 3 LONG TERM = 3 t• :y Coral Str 9430 SIT2001-00025 26 of ."a „q Ilil !III IHI 1111 till III ..a..r« :. ..'• "" , .. .«':, ... . _ r,' r 1 II11 III! ILII 1111 ILII Ilil ILII Ilf� IU I 1 I 11 I I I I { Cfl7 IIIllIlll II 1!111 111111 Ihnn II !jl!I! !ilrinll IIII!!In nn�l!I! nnllnl nnlnn 11IIIInI Inllnll sill ull II I li I un cul IIIA Biu ��u II I �� ilii ' ' _' IO111i1M 1 1 I 12 13 14 Is 17 Is 1 I 1 • O fltO 2 22 23 24 25 2a 27 24 20 30 i 1 K ib+K 1 s i L I � ,, `•Ir� z� t� � �4,'r ail�y� I x>' ;Y,+ .b, } - ,A'_ 'f� ,. • ! (* -' `l,,;u a tt.L.A ,:w ..x ,1 !�' w,i l5• d r ti L "Y t 1" rv.i r vt 7r1.1'F F H z 'Y ' a • n� EROSION CONTROL (ECP) PLAN NOTES FILTER FABRIC MATERIAL FINISH FILL SLOPE FACE V •� 3 FOOT HORIZONTAL OVERBUILD, — - 36" WOE ROLLS EXISTING SLOPE v' USE STITCHED LOOPS � OR EXTENSIVE SLOPE FACE COMPACTIONFIL TER K FABRIC OVER 2"x Z" POSTS — CONTRACTOk SHALL INSTALL AAD MAINTAIN EROSION/SEDIMENTATION CONTROL - DURING CONSTRUCTION PER THE UNIFIED SEWERAGE AGENCY (USA) 'EROSION PREVENTION is MATERIAL - _ _ 2 • .. AND SEDIMENT CONTROL PLANS - TECHNICAL GUIDANCE HANDBOOK (TGH)' DATED 1 FEBRUARY 1994, AND MUST CONFORM TO NEW T1 TLF 10 REQUIREMENTS. N e I o _ H yC 4' MIN. V 'v 2. IT IS THE INTENT OF THESE PLANS AND SPECIFICATIONS TO ENSURE THAT ` SEDIMENT LADEN WATER DOES NOT LEAVE THE WORK SITE. THE CON TRA C TOR SHALL USE ALL AVAILABLE MEANS TO ACHIEVE THIS RESULT. •' ji I e' MIN. w 6' MAXIMUM SPACING -- —� • J. THE IMPLEMENTATION OF THESE ECP PLANS AND THE CONSTRUCTION, AND UPGRADING OF THESE ECP FACILITICS IS THE FRONT VIEW SIDE VIEW GRAIN ( 2 L- I it (1' MIN.) , , y MAINTENANCE. REPLACEMENT. RESPONSIBILITY OF THE CONTRACTOR UIQ TIL ALL CONSTRUCTION IS COMPLETED AND NTS NTS (10' MIN.) 10 APPROVED, AND VEGETATION/LANDSCAPING IS ESTABLISHED. ANGLE BOTH ENDS OF FILTER FABRIC NOTES:THE ECP FACILITIES Il, 4 CONJUNCTION WITH ASLLOWN CLEARNG AND THESE GRADINGMUST AC ACTIVITIES,CONSTRUCTED AND IN SUCH A MANNER FENCE TO ASSURE SOIL IS TRAPPED 1, BURY BOTTOM OF FILTER FABRIC 6' FILL SLOPE BENCHING DETAIL 2 _ VERTICALLY' BELOW FINISHED GRADE. AS 10 ENSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM 2. 2"x 2" FIR, PINE OR STEEL NTS 6 OR VIOLATE APPLICABLE WATER STANDARDS. FENCE POSTS. 5. THE ECP FACILITIES SHOWN ON THESE PLANS ARE THE MINIMUM REQUIREMENTS A STITCHED LOOPS TO BE INSTALLED � FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE ECP INTERLOCK UPHILL SIDE OF SLOPE. _ FACILITIES SHALL BE UFGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS AND TO 27x 2' POSTS 4. COMPACT ALL AREAS OF FILTER FABRIC ENSURE THAT SEDIMEN -LADEN WATER DOES NOT LEAVE THE SITE. AND ATTACH TOP VIEW TRENCH. NTS ROCK SIZE SCHEDULE (EQN = 250D = 250) LBS 6. THE ECP FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND c MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. _SEDIMENT FENCE 1 D(FT) MIN. WT. (LBS) TYPICAL SIZE (IN) .5 Z THE ECP FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED NTS TGH DRAWING N0. 3-2 6 9 2,500 38X36X20 A MINIMUM OF ONCE A MONTH OR WITHIN 24 HOURS FOLLOWING A STORM EVENT. 29X29X29 B. ALL STORM INLETS SHALL BE PROTECTED TO PREVENT SEDIMENT FROM PAS 36X3OX26 LEAVING THE PROJECT SITE. AT NO 71ME SHALL MORE THAN ONE-FOOT OF SEDIMENT 7 2,000 28X28X28 BE ALLOWED TO ACCUMULATE WITHIN A TRAPPED CATCH BASIN. ALL CATCH BASINS 34X26X18 v AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING 5 1,500 25X25X25 .� OPERATION SHALL NOT FLUSH SEDIMENT LADEN WATER INTO THE DOWNSTREAM H/2 BUT 2 FT. (610mm) mINIMUM o SYSTEM. AND 10 FT (304&nm) MAXIMUM ~� 3 1,000 28X25X16 22X22X22 6 9. ALL AREAS DISTURBEC BY CONSTRUCTION OF THIS PROJECT, NOT RECEIVING A Z HARD. DURABLE SURFACE SHALL BE GRASSED AND/OR LANDSCAPED AT THE 1 500 22X19X14 EARLIEST PRACTICABLE TIME. ` 18X18X18 NATURAL OR 10. IN GENERAL, CONSTRUCTION SHALL PROGRESS FROM DOWNSTREAM TO FINISH GRADE UPSTREAM. THE' CONTRACTOR SHALL CONSTRUCT ECP FACILITIES IN CONJUNCTION CUT OR FILL SLOPE WITH ALL CLEARING, GRADING AND OM'ER LAND ALTERATION ACTIVITIES. PA• TOE LEVEL TO 2H: 1 V I SLOPE MAX SL(,PE 11. STA8ILIZED CONSTRUCTION ENTRANCES ARE REQUIRED AND SHALL BE INSTALLED AND MAINTAINED FOP. THE DURATION OF THE PROJECT. THE LOCATION OF THESE ENTRANCES H SHALL BE COORDINATED WITH THE CITY OF TIGARD PRIOR TO CONSTRUCT70N H/2 BUT 2 FT. (610mm) mINIMUM z t m OR RELOCATION. ADDITIONAL MEASURES MAY BE REQUIRtD TO ENSURE THAT ALL AND 20 FT. (6096mm) MAXIMUM I EXISTING PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. . • COMPACTED SILT OR CLAY m �• In SOIL (12 TO 24 INCHES THICK) v m - 12. TEMPORARY EROSION CO,'VTRLL MEASURES SHALL REMAIN FUNCTIONAL AND IN A, c PLACE UNTIL THEIR REMOVAL IS DIRECTED BY THE ENGINEER. THE CONTRACTOR a > SHALL COMPLETELY RESTORE ALL AREAS DISTURBED'BY REMOVAL OF TEMPORARY Q' ; u ° EROSION CONTROL MEASURES. REMOVED MATERIALS SHALL BECOME PROPERTY OF NATURAL OR ° PERMIT AREA BOUNDARY D 1 STABLE TEMPORARY CUT n o a THE CONTRACTOR TO BE DISPOSED OF IN ACCORDANCE WITH APPLICABLE LAWS AND FINISH GRADE (SLOPE ANGLE VARIES) JURI SDI C T10NS. ^ •. . 13. APPROVAL OF THIS EROSION/SEDIMENT CONTROL (ESC) PLAN DOES NOT SETBACK DIMENSIONS ,3 4 4"-0 CRUSHED AGGREGATE, CONSTITUTE AN APPROVAL OF ANY DINER PROPOSED PROJECT DESIGN NTS UBC SECTION 3314, FIGURE A-33-1 6� H •• LIGHTLY COMPACTED IN 12 I °i ELEMENT. INCH LIFTS. �d'I�" 666, ti r7 14. APPROVED EROSION CONTROL MEASURES SHALL BE TAKErI. THE to o e ry CONTRACTOR SHALL PROVIDE ALL MATERIAL, EQUIPMENT, AND PERSONNEL NECESSARY TO MAINTAIN SUCH EROSION PROTECTION 1 1/2"-0 CRUSHED AGGREGATE MEASURES. ANY DAMAGE CAUSED BY EROSION SHALL BE CORRECTED 0.35H Wi TH NO MORE THAN 77: FINES „� z BY THE CONTRACTOR AT HIS/HER EXPENSE. NOTE. PASSING THE NO. 200 SEIVE, 15. THE CONTRACTOR. SHALL VERIFY THAT ALL TRUCKS ARE WELL SEALED �i, / 12" LIGH TL Y TAMPED. WHEN TRANSPORTING SATURATED SOILS FROM THE SITE. WATER s> STAKING OF BAGS MAY BE DRIPPAGE FROM TRUCKS TRANSPORTING SATURATED SOILS MUST BE P 9y�� PLAN VIEW REQUIRED USING (2)1"x 2' 6 LESS THAN ONE GALLON PER HOUR BEFORE LEAVING THE SITE. •• ;,I 1 NTS WOOD STAKES 0� APPROVED y,Q EQUAL PER BAG. 4" DIA. PERFORATED PLASTIC PIPE - 16. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO CONSTRUCTION. DURING THE �0*_ PT.'A' 6" OVERLAP t SCHEDULE 40 OR ADS HIGHWAY GRADE. CONSMUCT70N PERIOD, NO DISTURBANCE BEYOND THE FLAGGED CLEARING TYPICAL (� LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY \ �y THE CONTRACTOR FOR THE DURATION OF CONSTRUCTION. ?s, PT.'B' KEYWAY Q U �a 0.4H MIN FOR OSHA STABLE ROCK v 17. THE CONTRACTOR SHALL PRrWDE SITE WATERING AS NECESSARY TO A $• 0.5H MIN FOR OSHA "TYPE A SOILS" LV REDUCE WIND EROSION OF FINE SOILS. r` o 0.6H MIN FOR OSHA "TYPE B SOILS" Q "' �I 18. RE-ESTABUSHED GROUND COVER PRIOR TO REMOVAL OF EROSION CONTROL MEASURES. NOTE: v N MIN. I HIGHERT THAN" LIJ TYPICAL ROCKWALL 5 O ° 19. SUPPLEMENTARY WET WEATHER MEASURES ARE REQUIRED BETWEEN NOVEMBER 1, SECTION A•-A PT. 'B o AND APRIL 30, IN ADDITION TO THE BASE MEASURES PER SECTION 3.3.7 & NTS 3.3.8 OF THE CITY OF TIGARD TECHNICAL GUIDANCE HANDBOOK, 1994. J ?t 20. GROUND SURFACES EXPOSED DURING CONSTRUCTION SHALL BE SEEDED PER THE j Q UNIFIED SEWERAGE AGENCY EROSION PREVENTION AND SEDIMENT CONTROL PLANS BIOFILTER BAG TECHNICAL. GUIDANCE HANDBOOK (TGH) SECTION 3.3.6, 3.3.7, AND 3.3.8. DITCHES dC S WA L ES 4 PHASING UTILITY ED SHORT AND R cv NTS TGH DRAWING NO. 3-3D 6 OF DEVELOPMENT STANDARD NOTES FOR SEDIMEN T FENCES w Qom (� a I. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF .,JOINTS. WHEN JOINTS ARE NECESSARY, Q FlL TER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, W11}d A MINIMUM 6-INCH OVERLAP. AND BOTH ENDS SECURELY FASTENED TO 7-HE POST, d�� !. CATCH BASIN AREA OkA1N _ OR OVERLAP 2"X2" POSTS AND ATTACH AS SHOWN AT RIGHT. �r1��g5 P �•.. NTS NT5 2. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS*fIERIE FEASIBLE ME FENCE POSTS SHALL � U ••;•.•;� �,•� ,�:.�;x.;. "•. O vi • A VFN SECURELY INTO THE GROUND ABMINIMUM OF 10 E SPACED A INCHES b FEET APART 4 Flow J• THE FILTER FABRIC SHALL HAVE A MINIMUM VERTICAL BURIAL OF 6 INCHES. ► '' DITCH BOTTOM ALL EXCAVATED MATERfe1l FROM FILTER FABRIC FENCE 1NSTALLAIION, SHALL BE BACK FILLED RADIUS = 25' MIN. >` �1,� 55 A V' AND COMPACTED. ALONG THE ENURE DISTURBED AREA. �p 6 CLEAN PIT RUN OR 2"-MINUS GRAVEL / QO�� I�GR ;, SOW 4• STANDARD OR HEAVY DUTY FILTER FABRIC FENCE SHALL HAVE MANUFACTURED - STITCHED LOOPS FOR 2'X2" POST INSTALLAnom STITCHED LOOPS SHALL BE INSTALLED SUBGRADE REINFORCEMENT 1�� SECTION A-A ON THE UPPOU SIDE' OF THE LOOPED AREA. GEOTFXTILE, AS REQUIRED 8. DEPTH ra y 5• FILTER FABRIC FENCE SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR DITCH INLET PIAN USEFUL PURPOSE, BUT NOT BEFORE' THE UPSLOPE AREA HAS BEEN PERMANENTLY 020' MIN. FOR SINGLE FAMILY AND DUPLEX RESIDENTIAL — 1 k PROTECTED AND STABILIZED. QD o 6. FILTER FABRIC FENCES SHALL BE NVSPECTED BY APPLMWIT *011MACTOR GRAVEL CONSTRUCTION ENTRANCE. s INLET PROTECTION 7 r' NI UMATELY AFTER EACH RAWALL AND AT LEAST DAILY PROLONGED RAINFALL. NTS TGH DRAWING NO. 3-1A s NM TGH.DRAWING NO. 3-7D 6 Coral St►.%430 ANY REQl1IRED REPAIRS SHALL BE MADE M01"A1ELY BY 1HE CONTRACTOR. 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F� •;,fir a � � +7 i _ ,: Y`' t':•y .t r 5 h �, �,�j ��MIi� ' i'1 ii77 is ' �+i'� �,�"�1r(•t�,�, �L�kr>4 �r.:�1 1t r tw. ihF m7'F , , � . y 7 , ,1f ` > .K,.�.,.-. ., .p,.,. ...;r.,. , K.•,, •., ..a. - ^s .. .. ,.... ... . ... , ➢! r , 1 , 1�• ;s y, p d t + • • • • • • • • • • y - -\ - W W V _ �. tii Il(__ vim._..__ _11[�_fil. __!1!_�.__J.LL __ J1L-•---`L/L , !__�---zLk----- W ___-.____ �• _.� 4 ------ W --- W W W - W _ 11L ---•-ILL_- "V O -r U v /�tl , !7•=• _...+:., ..S11.ir..::r..,.r•�,pwur.,�_ oa gy+•'•�'rjl�-�..o..S..,�i - ..� T y '..-'' ----- W ►,E ...__--- W ------ W --••--- '-rJ v]n f� A. or! a N 8 -- -- -- I ----- a of �o NI ri'i i'j, �.-.-.- .� •---- ... J I C� U -O 'a' cq Cv w li r ��/ •c En ' UV N �O 1 5 1 ► l fnlCo�G3 u'CJ 15 f �` 96.00 LF � •s • a6ox I c 61 PVC ao 0 to ?o •o j 14.14 LF s �1 0' PVC /•S=t•Ox w • .ty � � I 9 6.81 LF '° • •S•1.0• Q Q 11 ♦ 16 1 0 1 incb - 20 It. :N 6.0 S-`IJ� 6-P►C - 010 LF a5i es - Cox � -_ �q'• "" +►r'� .. 1 CATCH BASIN / 1 8 INSTALL 6' 15 CO/ 4 22 INSTALL 6' 23 INSTALL 6' I • M�_ w_ r $ k TO = 218.7 4519FND W/ 6' 45' BEND 45' BEND 45' BEND I ( I 1 15' $ IE IN = 215.5 IE - 216.17 RIM - 221.0 IE = 215.92 IE = 207.18 `-- -�►^ ,- ,,_ 1 IE OUT = 215.5 IE = 214.92 Q. ..-.-�....�. W/ 3.0 LF 6- PVC 7' i /' / j � / ��j j/ % / S1CIiiM X '•,^ ,� ! SEE DETAIL SEE DETAIL O S=0.501 M; I / r�, ' 14 / // ; � r / / WSD WTR E =2 6 STORM NO • 16 INSTALL 6' 2 CATCH BASIN /I 2 9 INSTALL 6' 45• 23 SD CO / 7 30 SD CO 9 - 1. ALL PRIVATE STORM DRAIN PIPE CON C110NS ARE TO BE / / / / / / / ' / TG = 219.1 BEND = / d / 45' BEND IE - 214.7J RIM ?12.2 RIM 211.8 2 ' DRAIN wf(f / / / i/ //�/' TRASH 31.5' IE IN = 215.9 IE - 215.98 IE = 208.30 IE = 206.95 WYES, OR AS SPECIFl®. ! T ' ; / / /i / 6' PSC . CONT IE OUT 215.9 7 I / / AN ' ' / / 9.09 LF W/ 6 45' BEND SEE DETAIL 2. ALL STORM SEWER PIPE WITHIN PUBLI STREET / / / ' i j/�j / /' s-o.so� SEE DETAIL 17 CO3/ 5 SEE DETAIL 11 RIGHT-OF-WAY SHALL BF. INSTALLED TH WATER r / / 2 -.-_._ I i / ---ti, RIM 218.2 I 17GHT JOIN TS �/ ' % // / MARTIN % i i / // �- STORM XIN. � IE = 216.49 11 // / --• 2 SD E f: 2 4.47(6- 1... J. STORM SEWER PIPE SHALL BE AS NO ON THE ! OFFICE ///, i "� O ss E = 23.40(6' ,••• 3 AREA DRAIN / 1 10 INSTALL 6` W/ 6-X4-WYE 24 INSTALL 4' 31 INSTALL 6X4' WYE h PLAN SHEETS AS THF. FOLLOWING OR PROVED EQUAL • / / % BUILDING /� �I r //�j � 6'PVC I E _ ?08.5 TO 211.5 45" BEND 4.24 LF 4' PVC 45` BEND IE - 206.58 1IAP / pUI LDI �l G //i IE = 215.80 O S-20% MIN. IE = 208.41 W/ 2.83 LF 4' FVC A. PVC POLYNNYL CHLORIDE SEWt7i PIPE ALL PIPE / / ! ., /'/ 5 J7 0 0x SEE DETAIL SEE DETAIL O S- 50.18x c p m ® e I- ANU FlITINCS SHALL CONFORM TO SIM F 194, D-3034 (SDR 35), . j / '' % / j .' '/`//,, / / � '� DETENTION VAULT11 11 AND AASHTO U304 SPECIFlCA fl THE ELASTOMERIC 8 '' ,// f / / i / / / , ° 10'X14'X6' i i f 50 t;0 18 / / / / ^ / 2 INSTALL 6"X4' WYE 25 INSTALL 4' m S: �. GASKETS SHAM CONFORM TO AS F 477, AND 3212. THE , ,i � / / , / / / / (MIN. CAP. BODcI _ _ , m C13 PVC PIPE SHALL CONFORM TO AS1111 D 1784. OR APPROVED / � � : ' ,///i// r/' / '/ i /// 6 SEE DETAI 1 4 AREA DRAIN ,� 2 IE = 216.45 32 SO CO / 10 n v RIM 220.4 IE = 216.23 45' BEND / / / / , TG - 211.5 4.24 LF 4 PVC IE = 208.J6 RIM _ 210.3 m v > EQUAL THE PVC PIPE SHALL BE STALLED PER ASTM/ D2327 , / / / / / r / / i • c OR EQUIVALENT. / / �, /// �/ i / /j / 4 0 e IE - 208.5 W/ 6X4' WYE O S=2.071 MIN. IE = 206.05 0+ 3 u / SEE DETAIL j// ® 3.53 LF 4 PVC 14.14 LF 4' PVC cX 12 -c Q B. PVC CLASS C-900 CONFORMING TO ALL THE ABOVE MENTION //� / % //i//� i/� / ,�j / ,% / /f' / �i O S=0.50X 06-2.0% MIN. 11 O L r/ / / . / / / /% % / / / / O SEE DETAIL ® SEE DETAIL STANDARDS / / / % / ;/� ,/� //,� J / i / • 18 1 11 11 26 CO 8 n d I RIM = 211.7 C. DIP (DUCTILE IRON PIPE) SHALL FORM TO THE REQUIRI "-NTS 'n "`"""" y L._____.. 5 AREA DRAIN 13 12 INSTALL 6'X4' WYE 19 INSTALL 6' IE = 208.29 33 CO / 11 - QF_,•ZINSI A21.50-1 OR AWWA Cl 1, CEMENT LINED PUSH NT. 6 © 6' 6 • TG = 211.0 IE - 215.96 45' WYE W/ 6X4' WYE RIM = 208.2 e'�� - � LF 4' PVC 129? LF IE = 216.21 IE = 204.87 -1 THE MINIMUM THICIlNESS tq� fi SS'3D OUGM- -•- w - - ------ -. - -. - . ©. - IE a 208 0 0 S1 2.07K MIN PVC 3.53 LF 4' PVC W 16 0 LF 6 PVC 12 INCH DIAMETER PIPE) AND CLA 51 (FOR 14 INCH DIAMETER --- -�-� ____-- rr � fi ;� T • S =- _ _ / _ / � E,F \ , R' --.-- _.__._ - '--_•-,J�_! 2.83 LF 4.50X ` PVC • �� -- -+�---�-S 50.18X SSE DETAIL O S= J.28�: 4z //' 6'PVC - mo LF 7'S © SEE DETAIL - 11 SEE DETAIL AND LARGER PIPE). MECHANICAL_ DINT CAST IRON nmNGS SHALL CONFORM TO AWWA C110 AND SII L BE OF A CLASS AT LEAST SH 1 EQUAL TO 174A OF THE ADJACEN PIPE •s-1.50x e 6 C.O. ,/ 1 13 INSTALL 6 20 CO 1 6 27 INSTALL 6X6 WYE 34 CONNECT TO EXISTING 3 4. BACK FILL SHALL 8E COMPACTED A DENSITY OF a 6 S w ® �p RIM-219.8 - � -© © IE - 216.69 �• BEND RIM = 219.8 IE = 208.07 CATCH BASIN J 90X PER ASTM D1557 IN PAVED AR I MINIMUM •-- 'S W/ 6X4" WYE IE ')15.82 IE - 216.10 W/ 3.53 LF 6` PVC TG - 207.20 s�0 w '� / / -�7 j / W/6 45' BEND O S = 6.5011; IE 103.8 COMPACTION IN UNPAVED AREAS IS OR AS - _ SPECIFlED IN SOILS REPORT. - /% /� / r 11 04 i j- 5.66 LF 4 PVC ,� / j '� O Sa= �'.C a MIN. SEE DETAIL EX IE OUT=202.30 / // i// ' /�' "• 3 SEE DETAIL e 5. STORM DRAIN LINES SHALL BE 1ES>� IN ACCORDING / / i / / TO THE REQUIREMENTS OF THE. UNIFORM BUILDING CODE(U9C), B 14 SD CO / 3 21 INSTALL 6' 28 INSTALL 6' CITY OF WARD SPECIFlCATIONS G SHALL BE PER WMED �ES�N / / / i' 7 INSTALL 6"X4' WYE RIM 219.4 45' WYE 45' BEND AFTER CONSiRUCTidV IS CQMPLEIEDI�ICLUDINC BACI! RLLING AND � i / / / i / / r / /j I = IE � '►15.64 IE = 215.96 !E = 207.42 CO�AC110N OF RASE ROCK. 7 • j/' `OFFICE BUILDING ,1 ,// E 216.36 SEE DL TAIL5. 0. ALL STORM DRAIN LATERALS 94ALL 4 INCH DIAMETER .i I _� 0 S LF 4` PVC ; / / O S=2.070 MIN.. PVC NITN A MUMUM SLOPE OF 2 / /,/ Z b o N CL J � to I11L 0 C4 I I �� , a p0 H / � o LLJi I . ' ry _ _ to ---�---- n LJ A 44 SD .SD SD eD - SD -- S _- -- 5D - --"_'_ _ � -- - _A a Coral Str 943o ---- WS - - Gas -- dAS _ GAS -' - c;nc _- �. s. 25 y 7 G!1$ -- I;AS -- - CA$ -- - fit�i - -- (-A$ --- - - - t 260 r GAS _ SIT2lit a t COS (TAS f �kd . .. ._.,.� --__ .._ ..._.._._ .__-•-. __ - w.•.-- .._......�... _ _... sem^..*._ _ ,a.._. - +11•y� _. ..v "-'�'AA7."^'..^-'-' .--^^'_ems. ^^'T••"'_'^'-_ <t..� f` �', .. ; s•i:, IIIA ILII illl 111 II11 I I I , � ; Cm I I � I,I 111111.1 I1I1�111 { n 1111 I U I I II 1111 -I Ilnllll int 1! I I I ' �� t -R �. + ': �t•cv�� ;+ , t L,�.d� � 111111 1111 I I I I I I I I I I I 11111 1111 11 1 1 ' � j I l � 1 � � 1 10 oleo 10 1 1 12 1.'� ITR 11� 17 le IO 20 21 22 23 2141111111111111111111 2e 27 28 26 30 t 1 1! 1 f �� r ��,. � n�`��tly Fa !a', d1�E4'� q1•' a�r• +re,r?'. _ i MEW 2" (( is - �' ''• ty�ly�;f� T x�1r4 I i� fit , � , 4, t 1, 1 r. t ' f y i _ "1 Kag { . ! .. .. t i n- •r r f. • ri. Y. ti v s Svc 4 Non, to N N I S Ctw1,00 w �j too t SW CORAL ST., C/L STA 14+58.6,0.2RT a CONNECT TO EXISTING 8' SANITARY SEWER W/6• INSERTA-TEE, AS MANUFACTURED BY �( N (LONER MANUFACTURING, OR APPROVED EQUAL. If - 212.57* (8') EXTG, IE - 212.66 (6') TEE FIELD VERIFY LOCATION A DEPTH PRIOR TO 2 4 CONSTRUCTION. NOTIFY ENGINEER OF ANY lrJ CONFLICTS OR DISCREPANCIES, ETC. 1n10O[�d4("J ____ - '_ _"' -- � _' •• -- --- - --- _ _.._.. ._._w. __._ _. .� ......_ ---- _._. ._-_ --- .- .,_ _ SEE DETAIL _ GAN - GAS -------• CAS '- GAY -- ` - - - 20 p t0 20 .0 LA• - GAS 6A� - GAS .-__..-- - r - • , ..'�'1�---1.A�_.. GA,,. _ - GAS----- f, _. ._ �F - - � -_ � � lel`--�'_._.�_•'_77T._�_""777"_'-TT GAS GA' ------__ GAS - I - _ � � '_�' .7T-'-._ 15,"- ---')Sf'.__.__-7j��_.5�1°.'t...»a....1,�.s._rmJ��_..-. � re♦ �tiA'. __._.. liAi O SSS -_ CS_•_=. •Sf� S % y = /// -��,3��l�ch s 20 11.. S g *•-- sx�:;, --•�a ._ cc `^ _ U --=�- V W •--.. y :/" -' -- -IVT rA_--__-.._.._!U_-____ /11�.-111--' -ILG..�� _/./ _ ._._IV. � ------------+LY---- -.. . ! _ - v - -- V ! --. W y v/ V - W --- 1J _ _ w �` v - ---- \! ---- 'rl ----- W y W -- ---- _..�_ SANITARY NOTES drmV"w 'm r'w�w viii i i ii w"L.i.ii •-• •- -_ I _�""•... ---0 ° 1. ALL SANITARY SEWER PIPE LL BC OF THE SIZE NOTED ON �� © L G THE PLAINS. "" - - --� o) PVC SANITARY SEWER PI SHALL CONFORM TOASTIW ASTM DO2321,34 UNDLESS ST 0 £RW1SE NOTEDSTALLED 'N .` WITH O 10 b) DUCTILE IRON PIPE (DIP) SANITARY SEWER I)PE SHALL � BE CLASS 50 CEMENT LI CONFIRMING TO ANSI A 21.51, o o • WITH PUSH-ON TYPE JOINTS. ig � 2. ILL. SANITARY SEWER SERVICE LATERAL CONNECTIONS ARE � QI , 5 A m � �1 m BE 45' WYES UNLESS OTIJERWSE NOTED. m co 3 BE MAINTAIN T'l1E N WATERTMUM 10 AND SANI� Y SEWER LINEST HORIZONTAL aE'XPTAP STANCEAi - �' U t 1 SW CORAL STREET 5 SW CORAL STREET ti oo z) 4) 8 C11 STA 14+43.6, 12.6' RT C/L SIA 14+50,32.85RT c c Y a CROSSINGS. VERTIC/l SEPARATION SAALL BE A Ml►I;MUM OF L 'r a TAP EXEC. 6' C.1. (BY CITY) INSTALL DOUBLE DETECTOR h o U `a 18 NICHES CLEAR - DISTANCEWHERE WATER LINES CROSS � --• i W 1--7- TEE, � 18.4 LF CHECK ASSEMBLY W FIRE v � r_OVER SANI TAR*' SEWER UNES. ( / / c� p �, z 2' TYPE 'K' COPPER PIPE DEPARTMENT CONNE C TION 4. BOTH SANIt/,TTY SEVER AND ATER AND WATER LINES SHALL -1 SEE DETAIL SEE DETAILS B STED AFTER IrSTED TO ICONSTRUCIIOM IS E IED BOTH NCLUDING SERVICE tl LATERAL, BACK FILLING, AND 'COMFACI7G'V Of BASE ROCK. (� - _ - SS col 1 2 SW CORAL STREET 6 SW CORAL STREET _ ® ":3---•-•- - ---- w-----a---- `.5 RMI - ??0.0 • e O Rl - ?Intl CIL STA 14+54.6, 12.6' RT C/L STA 14+43.6, 31 RT 5. ALL SANITARY SEWER SERW LATE,TALS SHALL BE 4' DIAMETn •-- ' ° � • L.».. - k 66 HOT TAP EXISTING 6' C.I. INSTALL 1}' WATER METER, W t'a 1'VINYi CHLORIDE PIPE (PIC) M 1H A MINIMUM SLOPE OF 2 01L ( I 510RN x-ANC W/ 1-6'TFE, & MJGV (BY Cl TY) `o UNLESS 07HERMSE NOTED. ------ Sa ►E ' ?t4 5e SEE DETAIL 1 "' ►+ ' // / / // ,/// // �'%/, • W7R IE - ?1e.7 h,�5 0 e' 45•ffmo 3 SW CORAL STREET 7 8. 1TNE LOCATION ANO/OR STA ONINC, AND 1HK VERTICAL DISrANC_ / / / / , / // f�� • IE - Tt3.2? C - t SW CORAL STREET s, FROIVI of GROUND TO THE INVERT ELEVATION Of ALL SANT A.RY / i ` �/ / / . /1 ST', 14+5... , ZO' RT S W SEVJ- P SERVICE LATERALS BE RECORDED BY THE / ; / ��f / // ,� / %�/ � ' , �, C/L STA 14+43.6,41 RT S z INSTALL 1-6 X4 MJ TEE, �' w C'0,'T RACTO R AND PROVIfED THE ENGINEER. j / / ,/ / ,/, / j ;/ / % /' / ^ d' W/ (2)-4' 45' BENDS, INSTALL (2) 45' BENDS, rr �/ / /�.• TRASH 4.25 LF 4' PVC, W/ 14.25 LF, 2' PVC 7, M.MIMUM COVER ON SANITAR 1 / / / : (? - tY/ THRUST BLOCKS _ SEWER PIPES 30T�ROM THE TOP , �/ � / / / � �/ ,/ ! /1��7 CJ ,' 8 4 CONT THRUST BLOCKS SEE DETAIL �V DETAIL OF PIPE, TO THE f1NISHED ADf. BACK FILL MUS* BE COMPACTED ( / _ 1�' A DENS!TY CREATEP 1H PDX IN PAVED OR STRUCTURAL FILL �--- I �%` e AREAS. l'11MPACn0N IS TO E PER ASTM 0-•1557. / ''/ ,.//' ,� / , MARTIN ,/,i %, / ' / , 4 SW CORAL STREET / ! C STA 14+54. T 8 ' p ,�� , Sttxal XIN /L 6, ?6 R INSTALL (2) 45 ENDS a ALL SANITARY SEWER CLEAN rylTS SIIALL CONFORM TO OETAIL / �/ ' /' aFFICE /'/' / i 1 _r-M• SO IE - ? .47(6• •• INSTALL FIRE HYDRANT (1) 4'. & (1) 2- BUILDING //� // / SS X - ? 40(e' •• ASSEMBLY SFE DETAILS W/ THRUST BLOCKS , SEE DETAIL FF ELEV -.220-20/ , e.�' '/ 43• ® ® J Q u o 11�� W5:TER NO TES QDv 1. ALL WATER LINE PIPE SHAL BE a THE SIZE NOTED MI THE ''L.�.NS / / /// / I ~ N a) TYPE K', SOFT, AND AMLESS COPPER TUBING CONFCOMING / �/ /�, //' / / 4 TO ASTM Bbd R TUBING MIST BE OF DOMESIK, / / / ,/ / / 0 ,z / ° W MAM)FACTURE. % �% , / b) PVC CLASS 200 )RUING TO AWA C-900, INSTAU.E'D IN , ' ' /' / / /`/'/ / ' / � 0L ACGORDANC1c MMA TM L -2321, UNLESS OTHERMSE NOTED. co h � Lam%i�'' �/ � / .•• / ,t � � � 2 ALL WATER LIVE PIPE SN HAVE A MINIMUM OF 30 INCHES OF COVER e - _-�-`- -- -- � IK TGP OF Ti4E TO FINISH GRADE. BACM1 MUST BE �_ I � U COMPACTED 7D AK"M i OF-SMU64WAL ..-_ C _• „� --- � ly o FILL S COWIACnG,'V IS TO BE PER ASTM C-M57. --t-W--�---4'�- •.+�rL-.,•,�"; �+�i-�.fesw w - www•�i�3 mom • .1, ALL TEES, BEND" ELBOWS` ANS MANGES IN DIRECTION GREATER THAN � 11.25' SMALL BE SECURED MTN THRUST BLO(JCS USING 3000 PS► NEU - - U Z CONICIIETE POLrRED AGAINT UNG:STLMED GROUND OR APPROVV) AL TERNA TIVE 4. ILL WATTERIJKS SHILL BE INSTALLED hY ACCORDANCE MIN CITY OF TIGARP. UBI:, � � AND +�^ STANDARDS BE 1HOROUGNL Y FLUSHED, CHLORIvA TED AND POTABLEOF WATER TESTS SHALL BE APPROVED BY THE an' Of TTCARO PRICR TO ANY METERED �- -r" - // /� ,/�// // i // � S SERWIF HOOK-UP. '�/'�//% /// 5. NO VAL�E5 SIraU. BE Oi'ETVEU Oft CLOSED M THOU T THE APPROVAL FROM THE CITY I 100 OF 1M•AN. // / / / 'f/ , Lu S. Elf (SON TRW:Tt7R SHALL I RESI`OPVSIBL.E FOR .AIN TAIVIKG THE PROPER � I I / /� �fOFFlCE BUILDING SEPARA MXIN BETIIEEN TARY SEVER LIfS AND WATER LINES A5 AEQ!/IRED BY I DEPARTAENT OF NWOWENTAL OUAUrY AND THE STATE DEPARTMENTOF X RIMX MGI PRIVATE TTA S MU ITE PRESSURE TESTED PGP TW CITY TIQAAD AND IPC St PAC�P 1G Af1ERED H00T;-NWS. -- a ALL aw SHALL eE w . WIN IM ON T&1 UBC AND UPC STAN DA S ANS N LL K NVST°ECTED BY 11,1E' PTY OF nWD. 00 rt Coral Str.9430 i ' + SIT2001-00025 � 29 of . ;._... . •- ... .- _"'^"'�wr•r:.-:. .....•---•._-.'_.,_..._. .._:..-_._..._ - _' ., --.. .-�-^•.rte+--+---�.�_ ..._...-...___.._._�.-..:...,- -. _...._..._...._--•---..-•.+..•�.�:rr-=--''----_._._..__._.---"--._._-_.-- __.�,.. ,�'• �,::`` Cm nniiin Ilulin InI�UIi un mill Ii�I Iiiiiii�niiillls nn Liu UIQ uu inI TUlii"iu1 lili III""i I'i'II"�i illl III Iu I """� � , '�ar��.., I II II II i�Illlllllllllul�Il.IInIIIInIlnullull,Ill�IlulilnllulNulllnlllnlllnlllulll nInII I II�InI TILT aI Iluu InIInIII�IIII .III .t a. 10 1 ! 11t I a 14l I d 1 11! 11 21 212 23 2A ao I T. ,T r T1. Y f'J< : ... ... . . .. • V C .. cv `.� twi C � q O �• W N rG m N I I \J C t u � cu t • c0 1 • O 4 4V 1,urd 4 _. Q ° ° v�— d q — — GAS GAS �__ GAS v �0 0 IO zo �o GAS ---- LAS •--- GAS __.._. i;q� - LAS -- --- - GA, -- --- fiA'i ..---- GAS L.A" -- • �.,. - - I A.a - lln.,'"- - +a.Jn 6i.S [.AS - GAS -_.-- l.,AS • •'_" --_m. Gn --- GAS _ _ - GAS S _ T77"" `i �_ tiAS-� 20 ft. W y y W artdILL-_ �!� _ L1l-_,_�%/ ___...__ __: .. _- V - ,,, -_._ V __._ G, -- V -- V W -� — --- +�: U_...-._1/1�_ (jG---- ._111 _ -L'/.^- IGC-'-- . l ' t..YlLas,trs.c ..yq f►► ._.._ I_ J w r --- W k -- _'__ - • r a • . .. N W k W JAL . . .� . . . : . . . .� . . . . . . ___w________ -- _ TF ]4 ITT I• • • • m `u • ----� E� I m m _ m ti • • — \ -F • ' • PLANT SCHEDULE v • / in p ate, Q TREE WRAP FROM GROUND TO -L-- J - \ o o ; Q FIRST BRANCH I' , • . \ / \, - SYM QTY BOIANICAL NAME COMMON NAME SIZE SPACING (2) 2X2 S4S OF 8• STAKES I ;DO NOT PENETRATE ROOT BALL �- --- —--% ' _.__ _ ' _ I 29 MAHONIA AQUIFOLIUM OREGON GRAPE 1 CAL AS SHOWN -- ____.__—.__ _ WITH STAKES. DRIVE 3' MIN. ■ ' . • .._ — %' C7 . . _ - _ / a~— �' - ?.6 PRUNUS YEDOEOENSIS 'AKEBONO' FLOWERING CHERRY 2" MIN AS SHOWN TREE TIES ' � 4 REMOVE BURLAP AND TWINE FROM . 1 CHAMAECYPARIS OBTUSA GRACILIS SLENDER HINOKI CYPRESS 2 MIN AS SHOWN } c� ' TOP 1/3 OF' BALL AFTER STAKING { / T'? / i ''i +_ P6 I REMOVE ALL TWINE AROUND BASE ' • ' , ,// / /, / / / i' // f i / , - --- ��•_._____ '• • • r r -T " ; �., 580 ARCTOSTAPHYLOS KINNIKINNICK 4 AVG. 4 0.C. � OF TREE TRUNK TO THE FIRST BRANCH. ' • ; � / / , ( � PLACE ROOTBALL AT TOP OF MULCH / / . LAYER. TRASH MULCH CIRCLE WATER BASIN 2" APPROX. i / / f/ ,' CONT. DEPTH MIN. 24 DIA. BARK MULCH CIRCLE , ,� �'% , ,i/ /j� //// /� /� ; IN TURF AREAS. MARTIN TI M/ , //�/,/ //, / _ __ �,�,. • • -- \ J / ; LANDSCAPE NOTES BUILDING — ---'- I. IRRIGATION WILL NOT BE NECESSARY IF PLANTING OCCURS DURING THE FALL MONTHS. o SOIL MIX BACKFlLL AS SPECIFlED. /j' - '`�'� ,FF ELEV - 220.20 ' ,' �/ U v �•\�,\j f\i\J��/ ,�;\\�j�,\ SCARIFY WALLS ANO BOTTOM OF / / �/ / 2. APPROVED EQUALS MAY BE USED IN PLACE OF SPECIFIED SPECIES. ? N-\\:\\ \!��/ PLANTING Pit. - ;' ; ;' /i J ,/ \ �/ / / / / ,/, _ _ I 3. LANDSCAPE AREA IS 19.7X OF SI fF. \/ ;\,/ /ice, ;moi., / // / z X DIA. / / i ROOT BALL • •• • / // �' - �/ ;/� / / ��' � --r�--,•--4--< .1.� •r--:-�r _.. —� ALJ "� �» - a.aw • 1i.at aJ i�: •�� o . � . . • >~.7. �J L� C"r' C7 Cl . O TREE PLANTING PLAN 2 , _.. _ ___---- __. .--- - -' ,, .. _.� - �. - � �Y,.�z.�,�..�,..,,.,�.r,�. �w�;-..�.�-• ;. U o z o N.E.S. 9 SHED — -- W 'Ile / ,,/ LANDSCAPING W 1 G PLAN 1 II I % f OFFICE BUILDING s q Coral Sir 9430 SIT2001.00025 30 of I _. _ ' j i • .r• :,,,rwz .;.. . Cm Illi I!�IIIIII ii�I �!iil till ul�IIlllllllli IIII�!III L itv sT l� 1 1iui� i iln�nllnl ul uil�nll nli�un�un�III Inu�I n nl�nu�llu�nulu;l�nl►�u+lint Iuu�unll n I u nI i I I uI # Ic i'� Tit ' 13 14 le i`s is �o ob o� z2 Qa g4 :o �+e s�7 ' c m) dll r , r ti 'I '•�# �;E4�x{ ih r k, { � f:„` i is.--' 1 h J +'1' .' N„ _.• r t c' 1 , r t et 'k' 1•- ,, ...... ..........• _<. ,ti, ... .. ,. ..,: ., ., _.. ,.. ... ...c . iia 'i', .4 },..t 7 y , l u w 1 N' V ! 'l. I t Ir { m qpl1. ✓ ,,.-. ti :..:. r..a. , •.• .,�, F .... r^ 6F r F7 ?y t ••• ••• ••• •• • ••• 33 o� b a list ��jC °^ r, v q Nos 01 10 C < `o N to 10 0 10 20 40 •C ,G N I U Q _--- a d _ — -- _ _ 1 inch 20 tt 49 ..__--- GAS --- -- hA: ---- - G,1$ - - � ----._• r _._. 4 Q. .SAS GA i --- --- �v1.r - -- GAC •- -- CAS ----• --- GAS --- GAS - Gn. -_.-- IiAS -- GAS Gt;S 1 _ GAA3 - GASGA'- 7__� r» - _-_nrn _......-.. y �f SW r.REENBURG • +: r! 10 SW CORAL STREET SW CORAL r" � �� s '/ � r j r � '� — `� � •` CA STA 10+00 • • STREET - • ._ -L.� 1. W d a n •-- � .J,E2_sr��= N V y - V _._ _ W W y Cri .n _ -� - • d d • d a -__ V y ?Irv" _O 5 O 1'i i1 i'�12'RL■•.7'.777'*7.rf 1'i ~YJ rY CORAL STREET PLAN 7 0 SCALE: 1" = 20' 0 230 _- _._._ _.___. __.__- ._....__._._.__- ____- ---___._.____.__.___—_ -----_---_---,----_--------_._--- _—_._.___.._____._____..,____-_ __-- •_-----_._—_.__.__._.__.________ __._.______.________._ __—_-- --__._____.._._..__ _.___-- _ 240---_ _. _____ ___ _ - _ . _ . _ _ 240 I NO TES: i u (i L_ m V-+ J i 1 SW CORAL STREET 5 INSTALL 5' CONCRETE 8 SW CORAL STREET I m n Cn CIL STA 12+73, 24'RT SIDEWALK FROM FROMC/L STA 12+7J m p v RELOCATE EXISTING STA 12+74.78 TO TO C/l STA 14+64 UTILITY POLE STA 14+63.63 RFLOCATE EXISTING °' ; (BY PGE) SEE DETAIL � JVERHEAD UTILITIES v ° c a 1j TO UNDERGROUND \u O V Q B CE ? SW CORAL STREET 1 C/1 STA 12+'76,19'RT 6 INSTALL 96.8 LF OF 9 SW CORAL STREET ' RELOCATE EXISTING < 15' PVC (PWRIB) OR C/L STA 14+62.0, 16.8R# SIGN APPROVED EQUAL INSTALL TYPE CG-2 IE IN-221.0 CATCH BASIN 12 EXIS GROUND 3 IE OUT-217.08 TG - 222.64 O C/L (TIP.) Ln� NOTE: AT C FROM STA 11+7 I8 SEE DETAIL IE IN-217.28 15"(W) �. J SAW CUT EXISTING PAVE Nf � N _ C/L ELEV TOP IE OUT=217.08 15"(NF) TO SU 14+63.1 REMOVE a OF URB ELEV EXISTING PAVEMENT, SEE DETAIL d o� �t R Cl BEGIN F_W TYP. SECTION i s 7 �� ( •) MATCH EXISTING ROAD ! w ,.., •+ LAJ M v � 7 SW CORAL STREET C/L 10 INSTALL J5.0 LF 15• PVC SECTION, SEE DETAIL SjA `�\ 1 CONSTRUCT 130'1 WIDE FROMB) OR APPROVED E STA 14+62.0, 6.8'UAL \ � '� ._-_ .__---__._�____..__._..-._---.-•-_-__. SEE DETAIL 14.9'LT rE 216.73, O S 1 --_ It as Ito •,•.• -_-----._,- _--._.___.___---_-_..___..----.__.._•--------.-.-_.___-____ _._---- -._-- _23 -• -•--.___ .__-_.__-_._.- ------.. _. _.—_ 4 SW CORAL STREET Y 08, l0 +7f.8, CONCRETE DRIVEWAY IE 217 STA 14 _ _ -- C/L STA 1365.2 16.8'RT - - 0 __._-•_---___-. ._-__-- e*��,_.-__. -- N 230 TNSTALr-lY'PE ��=?-•_--- . -....- - - •- --_. -... - -....._ ._ -.. . --..__ 30 (� ;!� W CA MH BASIN / 1 CT IE IN-?24.66 12 7(W) EXT . i or n 2_ Z W �o Z IE IN-224.36 12•(N) EX Td. U - -' �f a -.�' IE OUT-?21.0 15•(E) NEW N o0 3 ►- SEE DETAIL o a FPNSH AROUND .GUM PR07LE .� �. �� '� ^ �' N O 18 7 MGGF SHHT (TIP.) d N x G __ -i pW a 4 46MOW W THE EXISTING S ING UNDERGROUND U TI LI ES I j SaN SH0Wt! AVE BEEN LOCATED FROM _A-S—BUIL- -RECORD--DhA'„ivGS;- -AND --- - - - -. _._ _. _...__-___.._. _. _._. I �I V� N FILED SURVEY INFORMATION. THE ENGINEER U —� QI MAKES 0 GUARANTEES THAT THE EXISTING I 15e PVC(PIVRIB) EXISTING GROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION �' 0 o OR APPROVED EQUAL � �'. � � z �+ LF 0CA (Tw•) AS INDIC TED ON THE PLANS. TIS CONTRACTOR �j S a I84X ~' IS TO FIELD VERIFY THE LOCATION,TION, `'• ` � AND DEPTH ? Z � f? OF ALL UTILITIES PRIOR TO START OF CONSTRUCTION AND NOTIFY ENGINEER V V) OF ANY ONI L I C TS OR DI SCREPRA CIES. � L yam'\'mow`'-' .• \ - -- -- - -' ' - — - — - - - Ld 220 a CORA STREET PROFILE 2 +- , R SCALE: I” = 20' HORII. = - 3 1" 2' VERT. Vj mom 4w,19 - 13+00fi�+ �__. fi +0� fi 7+00----- _-- ---- - Cors1 S1- 9130 siT2oo,-Oonzs � 3,o, "is I ' _ _...... _.__ L �'fIIM uu uu�i�!� ii!►j��Ii I�i�iiii ilil'llll III II Illliiii ii��ii!�nnlnii�ini�in �iil i i)�ti i �n�iliifill i�iiii+i iii �t iii i�l�ni;iniluii1n11 11111111111 111 if 11If11111 ini11iu iin1iiiliii i uI i i I iii i n'li; 1�,, 11 10 I1 Is 13 14 le 17 !S lit 20 ft'1 22 11 9_'�! �a ga 27 28 2� 30 TT .71 7 " 2" ::err •� .v" S .r, i t z? yt; - , , .,7. "f.T;!'A '�{C+... nr.ro•f _.-•r. ry ., .,.. .,.._._ ...,n,,.. .r.kMli - _: _ i ^X11W�1 7 ,VA • • • • • • ••• •• RE*J ORCING BARS WITH MOO" e' dVFRIAP RADIAL FLAW B' OUTLET FUR Pf NKIER SAB CARTRIDGE PIPE STUB (STD) STANDARD CAST IRON NON-SHRINK GROUT (BY CONTI ACTOR) (� C FRAME AND CO _- T B S v' STANDARD MANHOLE GRADE RING - v • /'*' nfl. i. 4' MIN. - •+, • • .. FINISH GRADE / A Z Gi c •t'o. S WA TER PIPE PLUG �;` ° ,C MIN. . . �\ M>H sT1oPs J. PVC HUB (ASTM 30.14 SDR 33) �•�- •.' DRIK INTO CENTER OF RUBBER I ; •' - SLEEW AFTER SLEEVE IS PLACED PRONDE J/4'-O FOR A �► OPEN 12'HDPE FOR OVERFLOW - .. M'?� \.� MINIMUM OF 6' AROUND WHOLE. _ '�, CLEANOUT LIFTING EYE (TYP) 2. STAINII STEEL BAIL (I/1e' SERIES JOG) GASKET BAND ATTACHED ro ,.1_ • SECURES UPPER HALF OF RUB�IR SLEEVE TD SOLID LID / INLET GRATE B INLET USB �OIPPTION L) Q, DETENOM VAULT •`; 111E PVC HUB. 1. WNPLETE RUBBER SLEEVE (ASTM C-44J) PLAN VIEW INCLUDES A MOLDED SEGMENT THAT HOLDS PERIMETER SLAB .j ' �: IT W PUCE 3,000 P51 CONCRETE C aI3' IARIFIOE - • • ' (Br COt(TWICTOR) I 2-/4 ROW DRCING BMS - s • • 4'-10' 4• ""1' 2'-5' I (BY CONTRACTOR) ?2 LB CAPACITY •'jy", •� •V > �'t `'• , , ♦, 1 - 6' FILTER I r GAL V. GRAIN N/ �-.�/ ., . . . . f' �_ l ro C SACK CIL GA 1E IS vZT 12'NOPE FLOW OUT ` , - I�'• �a>it c sar CHAIN oroEcnr ro DaIaRETE f 2•-2 3/4' o ARMCO MODEL 160 RNRNOUT • v' • ' ., / y •'.t• .• 5 , n , , '.., j 1 /r/ �CREST bw z scum OA>E ro eE MADE IMlE1R i TIGHT W PLACE RIM MUTING .:�::�;;��'•• 'r^^ o e • a ==5��t^`� 3'-B ]/4' �j ~ Of 0 6. OUTLET PIPE OVER►1.OW STUB (STD) vARtES WEIR WITH CONCRETE ENCASED KXEM1oUT C I�i��il - 3/4' pormM OF WYE \-314'-O FLTER awFER IN,n/oUntT 0MAOM ING a^�T FOR PLASIIC PIPE e . A a� IN OVERFLOW WE R 41 RESIRICIOR PLATE 2' O 1.23'ORfi1 NOTE CONCRETE ENCASE ENTIRE WYE SECTION AND 45'SEND IF CONCRETE PIPE f] NOTE: ALT, WSE]ZTA-TEE HOLES sHAu BE IwAaNWE DRELLED. SECTION A -A SEC TI UN U�B d — - ORIFICE DETAIL — Z STANDARD CLEANOUT 2 INSERTA— TEE 4 GENERAL NOTES: NTS USA DWG. NO 1.50 � � NTS USA M. NO 190 " 1.) STORMFIL1ER BY S10RMWATER MANAGEMENT INC.. PORTLAND• OREGON (600/548-4667). 2.) CATCHEiAsIN MUST 9E SET A A 3•) DDKTDRWLL PIPING AND COUPLINGS TO BE PROVIDED By OTHERS. _—_ 4•) FLExisLE COUPLING TG' BE USED AT INLET A: OUTLET. FERNCO OR ENGINEER APPROVEC. IT FLOW5•) PERIMETER SLAB TO BE PROVIDED BY CONTRACTOR- 6•) STORMFlLTER REQUIRES REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE U C� L. U STAADMO _ MANUAL FOR WAILS. l I I L40M OR STEPS 7.) CATCH 13ASIN FlLTER STRUCTURAL SPECIFICATIONS: m F� _j OUTLET PIPE --y- LOAD RATING: 0. L.B. I?' FLOW _� CONSTRUCTION: 1/4' STEEL PLATE 5, S COATING: CORROSION RESISTANT, ALL SURFACES m m iD I I UNIT WEIGHT- 650 LB. INLET CRATE: DUCTILE IRON PERIMETER SLAB: REQUIRED C m > O+ C Y 0 Ll O CV Q L_ IL CATCH BASIN STORM FI L TER( 3 fir N]S CSBF—I—S.DWC rn PLAN VIEW z , I GRATESAND 8011110 SOLA COVERS � Q WITH LOCKING BOLTS RIM • ?IQ6 STANDARD STEPS �,;• r� OR LADDER f�. LLJ w r• , IY OVE7WLOwDEPiH A " A SAND•-CO UAR (01 MNL) ' ? CONNECTION �J 0000000000000 FLOWRIESM17TDR 0000000000000 RC s •OVERFLOW 2) e' MIEr J � - - \ . o: ';' ' + _ 0000000000000 �� PiE 1 p 0000000000000 ? 6 GRA TE STYLE �, 0000000000000 RECESSED CURB INLETS TO BE INSTALLED 0000000000000 t0' IY TIP. D T SANO-LLAR IN ACCORDANCE WITH DRAWING NO. 226 0000000000000 EQUIVALENT TOE 11 _ 0000000000000 SMITH OX3001 GRATE n SWAM � Go PVC � 0000000000000 LEVEL now —� - B PLAN VIEW 0000000000000 �- •I •1 /Ori 4 RB 0000000000000 Z z N " 2' 6 TOP OF � o e•CSP -r;1 CAPACITY OF OUTLET Pn�E ° __ '� - ' ' n_ PAVEMENT �- 1'5" --� -- 1'4" SQ. —� ter. own PIPE ZJ NOT LESS THAN aVfl!IPED '• - - - - �, c` I Q �L r e DE91aI FLow '�; — + • , . : • . ^LAN VIEW BAR GRA TE ILLJ' WEEP 0 FLOOR GRATE MIN 2'X 2' O HOLES • NIMSD ACCESS DOOR (1'X 1/4'NON-COIRRMW GRATING) I� r^ - W Fes— J a ,. ��? MAX p•' t MAX . .•• _ -- - BASIN: WELDED 10GA MILD STEEL, Q v J *--- 4.�- 11/L 21 t e �• COATED ALL SURFACES Q �� + A WITH ASPHALTIC PAINT. I-1J 11 -- ,, W o • J � o � SECTION A-A OU TLE T STUB_ At\' O.D. TO MA TCH NO HUB. � c Z Q cr 0 17YJi.>�a 1 h-L - W r • .. d •v I 4 ` E4 Q GRA TE__ WELDED STEEL DROP-IN BAR GRA TE I. ALL ANAL PARTS SHALL BE CORR09ON RESISTANT. O1 214.JJ (2) B' PVC •6" 2e' e" d' 27' O" ❑ ASTM A 36 LAJ 2 PROYDE NATER STOP AT ALL CAST-MI-PLACE C0NS1RI1C110N JOINTS. PRECAST VAULTS SHALL NAVE ❑ END BARS: 1/2" X 2"APPROM RUBBER (n 1 SUBMIT TCO C EEIr VAULT DETAK PIRW M CaVSMUCTlIW. O 210.3 - NOTES: SECTION A—A SECTION B—B ❑ CROSS BARS: 1/2` x " 0 2" o.c. Ld ' OJ 21!1.3 - -- ❑ BIKE STRAP: 1/8* X I" (Y AS MANUFACTURED BY vl 4 211.0 8' CSP CATCH F=ASIN TO BE CONSTRUCTED IN ACCORDANCE NA1H ASTM C-470 F. STEPS REQUIRED FOR CATCH BASINS OVER 4 1/2' TO FLOW NE GRATEMASTER, INC. DETENTION VAULT 1 O 273.3 12' HOFf 3/4' �� BASE MATERIAL — ' " HILLseoRO, OREGON (503) 647-2050 O 200.5 - MIN" WALL THIMESS TO BE 5' �— 10 —�' FAX (503) 647-2425 0 NTS SRAM EXHIBIT 6-11 (IQIN'ORCEMENT TO BE REBAR MEETING ASTM A615 GRADE 60 OR WINDED OR APPROVED EQUAL s O7 20ILS 202' L mncE IM MEETING ASTM A497 --,-- 210.3 6' Pv1c GU TIER & CURB CA TCH O 214,0 2.17" O INLET CA TCH BASIN s AREA DRAIN _ 6 IN VS USA ONG. 225 11 NTSVIM gg�� 11 f CoralSlr 9470 J,1 of a r SIT2000�1-00025 �4 hti tCJt y� 1 •. 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''_"• ,i, .RrJrl -.t;r ,.1"'t:` �.Ji,r,. ..a �' ;.a, • r ,. .. ,. ,:,, a,. 1:. •._, ,.cF,,., r .i. ., ...,6 . rn', r: , ,,,,;: .,r4: .:F �. �,: kt'- fi;> s iom :r r: . ,.; .. ..., •,,, .r '.. _ .. � . .. , ql a ,J.1 ..�... T T. Wr ry 1p' +4 ••i•tr `i F,. • • • • • • • • • • • • • r I • • •• • • • • • ••• ell EXISTING DRIVEWAY - v' MATCH WIDTH & GRADE. mSIDEWALK WIDTH AS A R/W LINE DRAINAGE BLOCKOUT .r • SHOWN ON CURB JOINT 3` I.D. PLASTIC p4 A A lit VARIES SEE NOTE 5 PIPE W/COUPLING f/U C 0 CURB PLANS SEE NOTE 4 5' MIN. SEE NOTE 5 Row j- 6 s` C -T f Ir-1�S) -- SEE -- ` 1" BATTER ----- - M X 5' MIN ---- NOTE 4 SIDEWALK -.0 -1 - - ROAD t' -- SEE NOTE 3 - - - B •B -- -- B r - r• 12 W d i }---- -� 1 • MAX. • �� m - -- A r.--J}}-- 2. Of 3/4•-0` BASEROCK t eLAN cOMPACTID7 stUeoRAOE BASE COURSE-� •••• ' x �,� MAX r PLAN SIDEWALK ADJACENT TO CURB 4 211 T2 - - t2"I 1. FOR USE ALONG MEDIANS, GUTTERS MAY BE REDUCED I - 2" x e` x e' swU�r AND a' MIN. T >o n o EXPQN_Sa�I�N J01N r �tl►c� COIR Row WITH PRIOR APPROVAL FROM THE CITY ENGINEER. JOINT. 1` EXPOSURE _ e• 2. CONCRETE TO HAVE A BREAKING STRENGTH OF 3000 -_- --_ P.S.I. AFTER 2H DAYS. - 2" x 6' x B' �� 3. EXPANSION JOINTS: c ROAD o ELEVATION B-B 2 �___.v. 4 JI i►I�jF j� 1 �ki�'F_r' • A. TO BE PROVIDED: - ■t 2. OF 3/4•-0• BASEROCK 1) AT EACH POINT OF TANGENCY OF THE CURB. STREET _ COMPACTED SUBGRADE 2) AT EACH COLD JOINT. 3) AT EACH SIDE OF INLET STRUCTURES. c d' - SIDEWALK AWAY FROM CURB o j 36"-42 SEE NOTE 4) AT EACH END OF DRIVEWAYS. STREET / / NUMBER 4 (3/4--0-)AGGREGATE NOTES: 5) AT LOCATIONS NECESSARY TO LIMIT SPACING SECTION A-A STREET ( ' ; i14 ( SECTION A-A - TO 45 FEET. o- NOTES: 1. CONCRETE SHALL 1 3000 P.S.I. AFTER 28 DAYS, 6 SACK MIX, B. TO TO BE PRE-MOLDED, ASPHALT IMPREGNATED, • • 1' 20" 1. THIS DETAIL MAY BE USED WHEN PRIOR APPROVAL HAS BEEN SLUMP RANGE OF 1 1 2" TO 3". NON EXTRUDING, WITH A THICKNESS OF 1/2 INCH. NOTES: ''�'=�' '- '= (II -� OBTAINED FROM CITY ENGINEER. 2. PANELS TO BE 5 FEET LONG. 4. CONTRACTION JOINTS: 3. EXPANSION JOINTS TO BE PLACED AT SIDES OF DRIVEWAY A. SPACING TO BE NOT MORE THAN 15 FEET. 1. POST SHALL BE SET IN CONCRETE t 26" DEEP. 1 _ 2. CONCRETE COMPRESSIVE STRENGTH SHALL BE A MINUMUM OF APPROACHES, UTILITY VAULTS WHEELCHAIR RAMPS, & AT 3000 PSI AFTER 28 DAYS. B. THE DEPTH OF THE .101NT SHALL BE AT LEAST -' 2. LUMBER IS TO BE STANDARD OR BETTER GRADE. I-- " SPACING NOT TO EXCEED 45 FEET. 3. CURB JOINT SHALL BE TROWELED WITH A MIN 1/2 RADIUS 1 1/2 INCHES. O° • UTILIZE CEDAR OR PRESSURE TREATED MATERIALS. , • i 4. FOR SIDEWALK ADJACENT TO THE CURB AND POURED AT THE ALONG BACK OF CURB. 5. BASE ROCK 2"-0 OR 3/4"-0, 95% COMPACTION. BASE 3. FACE OF 80X TO BE FLUSH WITH BACK OF CURB. --I -T� SAME TIME AS THE CURB, THE JOINT BETWEEN THEM SHALL BE - 4. MAX. OF 4 MAILBOXES EVENLY SPACED IN EACH 4. EXPANSION do CONTRACTION JOINTS SHALL BE 1'2" PREMOLDED A TROWELED JOINT WITH A MIN. 1/2" RADIUS. ROCK"SHALL BE TO SUBGRADE OF STREET STRUCTURE Z CLUSTER. ASPHALT IMPREGNATED MATERIAL OR EQUAL EXTENDING FROM OR 4 IN DEPTH, WHICHEVER IS GREATER. 5. SIDEWALK SHALL HAVE A MINIMUM THICKNESS OF 6 INCHES IF 5. CURVE SHALL BE FIELD FIT do APPROVED BY CITY. SECTION B-B SUBGRADE TQ FINISH GRADE. 6. DRAINAGE BLOCKOUT - 3" DIAMETER PLASTIC PIPE: 5. 6" X 6" 10 GA MESH REQUIRED FOR COMMERCIAL DRIVEWAYS MOUNTABLE CURB IS USED OR IF SIDEWALK IS INTENDED AS A. 3" I.'). PLASTIC PIPE WITH COUPLING. ONLY. PORTION OF DRIVEWAY. OTHERWISE SIDEWALK SHALL HAVE A B. DRAINAGE ACCESS THROUGH EXISTING CURBS SHALL MINIMUM THICKNESS OF 4 INCHES. BE CORE DRILLED OR CURB SAW CUT VERTICALLY 18" EACH 6. DRAIN BLOCKOUTS IN CURBS SHALL BE EXTENDED TO BACK OF SIDE OF DRAIN AND REPOURED TO FULL DEPTH OF CURB. SIDEWALK WITH 3" DIAMETER PLASTIC PIPE AT 2% SLOPE. C. DRAINAGE ACCESS THROUGH NEW CURBS SHALL BE PLACED CONTRACTION JOINT TO BE PLACED OVER PIPE. A MINIMUM OF 2.0' AND A MAXIMUM OF 3.0' FROM PROPERTY LINES. < ` z u- m A MAILBOX AL TERNA TI VE 1 MODIFIED DRIVEWAY 2 CONCRETE SIDEWALK 3 CURB & GUTTER 4 m m CITY OF TIGARD DWG. NO. 172 2 CITY OF TIGARD DWG. NO. 120 2 CITY OF TIGARD DWG. NO. 126 I2 o 12 CITY OF TIGARD DWG. N0. 143 � T 'a o v a O O U Q • j d ry I rn 1 41, 66 VARIES VARIES, o a _1 SEE SHEE T 4 12 12' SEE SHEE T 4 r S w s'i w 24' DR VE ASILE_ 2.00X' MIN C L 2.0Ox Mf � ROAD CONSTRUCTION, 2: 1 MAX LEGEND AHEAD T 100' U 'C� �:_)�``? l'�` ) V (' - C) ( , O (, < c' ._ o MIN. Q TRAFFIC SIGN ` < �}C) ` L7 U C; " C.` O O C; ` U , U C !h,- �> .. '-J ' ONE LANE i., l �� :•�f O CONSTRUCTION ZONE ROAD AHEAD+ ■ TRAFFIC CONES OR W20-4 100' o EXISTING PAVEMENT DIG OUT REPAIR APPROPRIATE DELINEATION MIN. SAW CUT OR GRINDING DEVICE O I 3" A.C. CONCRETE CLASS 'C' (TWO LIFTS) J 2" OF 3/4"-0" CRUSHED AGGREGATE BASE z a t�fA AKAO 1. TRAFFIC CONTROL PLANS REQUIRED. t00' Z N 10" OF 1 1/2"-0" CRUSHED AGGREGATE BASE L� c O AC 2. TRAFFIC SIGNS TO BE 48" X 48" ; BLACK ON ORANGE. W o c"na,, o• ♦o 100' ASPHALT AND AGGREGATE SHALL MIN. ■ • o:eQ opt♦o�" =je�90�o��-AGGREGATE BASEROCK " 3. NO COLLECTOR STREET LANE OR °z •• 50' MIN. DE COMPACTED PER A.P.W.A. _J � vJ LOCAL STREET CLOSURES DURING •- - 1 17- '_-- COMPACTED SUBGRADE THE FOLLOWING TIME PERIODS: t ' Ll L N TYPICAL S TREE T SECTION 7 W '"� J 1 7:00 - 9:00 A.M. ■ t JW_ � � �, - -- 12 �J N LOCAL STREETS: 3:30 - 6:00 P.M. � N. Tr S. � Q O • U �l FLAOCER a o AC - 5` CLASS `C` ASPHALTIC CONCRETE, Y O AB - 4' (1-1/2" - 0") AGGREGATE BASEROCK 4. INSTALL. IN ACCORDANCE WITH THE I �• OR "MANUAL ON UNIFORM TRAFFIC CONTROL MIN, Q Q AC - 8` CLASS `C" ASPHALTIC CONCRETE OM 'A P ^ r n 0 MINOR COLLECTOR STREETS: DEVICES FOR STREETS AND HIGHWAYS", nA.m. ►x /L v I Ac - 7' ASPHALTIC CONCRETE, U.S. DEPT. OF TRANSPORTATION, It s AB - 4" (1-1/z" - 0") AGGREGATE BASEROCK FHUA, 1988 EDITION. I Too' cn EP 50' S ' A MIN. _ 0 ` AC -- 9• CLASS C" ASPHALTIC CONCRETE OR' 6 P.U.E. ! MAJOR COLLECTOR STREETS: CONCRETE, 5. ACTUAL SIGN PLACEMENT TO BE O CINE to - --^ --_ (n Rano AHEAD VARIES 18 C 9' CLASS "C` ASPHALTICTE13AER ADJUSTED IN FIELD. I I wio-4 5 A8 - 4" (1-1/2' - 0`) AGGREGATE BASEROCK 100' Ll _-_ Q. ? NOTES: MN. 6. THE CITY RESERVES THE RIGHT TO ADD TO �. v, 1. JOINTS TO BE TACK AND SANDED. OR MODIFY TRAFFIC CONTROL REQUIREMENTS I 01 1A1C101 _ MIN. MPS 2. ASPHALT PLACED IN MAX. 3' LIFTS EACH AS MAY BE NECESSARY TO EFFECTIVELY - 2. i CONTROL TRAFFIC AND TO ENSURE PUBLIC EXISTING 2.78% MIN. � ^4 u " COMPACTED TO 92ii MIN. ------- I -- 5: 1 MAX. SAFETY. 3. SAWCUT SHALL BE TAC COATED NTH 'SIDEWALK ? M u '}s� f•'^� � r' BITUMINUS ASPHALT EMULSION. tridr , 's�ur,h. 7. NO LANE CLOSURES WITHIN 200 FEET OF A TRAFFIC SIGNAL WITHOUT PRIOR CITY APPROVAL. TWO LIFTS -- ` SAW CUT 3" 3 4"-0" A GG ECA TE BASE ROCK PAVEMENT DIG--OUT AND REPAIR 5 TYPICAL TRAFFIC CONTROL PLAN 6 TYPICAL HALF STREET IMPROVEMENT 8 12" (2"-°"� 0 o � CITY 01� TTGARD DWG. NO. 182 12 CITY OF TIGARD DWG. NO. 190 1? N. 1 S. 12 r 'r Coral 8tr 9. 30 001 33 o1 SITZ-*f S 025 „ -r;..:dGIW1tr��' •ter•... __ .-____ ..._._. ._--.. - __ _-.._ _- w....-. wwr. ..... .. r S." . .., I , ,._.:____..__ - .. _...-.__ ...�..."..-... -...... ........ .. a" .rvw....,.�....-s ..r.r-,«•..err-".•.«.._........w....-•..n..., ..s ••'I�..•..n.�.,..........,w.a•wruuRaO"'�. Cry_=.... � ... ,+•.w. ......_ �^'._ - .:N ny+. 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' „w. a .... .,i i• r - - ,f ..- „ 1 J ! - r ••• ••• • •• • ••• V �l CLASS "A" ti CLASS "C" ^� COMPACED NATIVE � - NATIVE MATERIAL � .c OLYMPIC FOUNDRY VB910 MATERIAL PECI FIED VALVE BOX AND COVER C==3L= �`�/• --� � o WITH 'W' CAST IN THE V 4 --1 J •A TOP SURFACE 4 PAVEMENT k C J T 10 0_ c LAI •• ' :D W NOW OF WAY HAND TAMP BACKFILL � o - -- AROUND TOP SLCTION w a� EASUVff �C CL a-IO Lw/I / , -� 31-6• l 12' MAX a -- 1.- aA S �6, PIPE 6, O.D. _ !e 6'SCH 40 OR D3034 PVC 24' MIN. 4 8 i _0# PIPE SPACER pw mfll.3381 LENGTH AS NECESSARY EXISTINO PAVEMEM _ TRIM EDGES TO OPERATOR EXTENSION PAVEMEM REPLACEMENT �50uND PAVEMENT +% P>toPEttTY LINE (SEE DETAIL No 5) 6' / -c M� _ ° , _ z - CLASS "A" C. COMPACTED GRANULAR -• n ' . �' BACKFILL AS SPECIFIED c PLAN %� TL :s r zo `D Li 0. 0 NOTESi 1. VALVE BOX NOT TO REST li v ON nPERATING ASSEMBLY p° ✓"' I 2. OPERATOR EXTENSIFiN _ REQUIRED WHEN VALVE NUT iu Y�\ ��`� CLASS "E" Z IS DEEPER THAN 3 FEET A COMPACTED GRANULAR OISTP•.T14STALlm q�0YO1 SIM FROM FINISHED GRADE '" u / BACKFILL AS SPECIFIED -- y , FOR THE TOP 12 INCHES ' 3. CENTER V,-,LVE BOX ON �' ,/ _� _ � � - - AXIS OF OPER NUT EL E V A T I ON 4, PROVIDE 2.1' SQUARE BY �" THICK w CONCRETE PAD AROUND VAL`IE z � BOX OUTSIDE OF PAVED ARE:,S ►� �� .� 4II� 5. VALVE BOX COVER SHALL BE A w w Q I� U • MINIMUM OF 2)i ' IN LENGTH az a a z C) m X .a do 1- 112 & 2" METER INSTALLATIONrl"'� TYPICAL GATE VALVE 2 TRENCH BACKFILL ABOVE THE PIPE ZONE 3 TUALAIIN VALLEY WATER DISTRICT DWG N0.702 13 TUALATIN VALLEY WATER DISTRICT DWG N0. 3 13 TUALATIN VALLEY WATER DISTRICT DWG NO. 10 c L_ N ; N a u ° r- a Q (HORIL IAL) VOLUME OF THRUST BLOCK 70 TUALATIN VALLEY wArER TO LOCAL " N O �f' 0) THRUST DL.nac- f EARING AREA OF THS �T BLOCKS IN SQ, FT. IN Cu. YDS. (VERTICAL) SEE ApwOTE 4 w.TR�cT DISTRICT STANDARDS! COM Ill"ARDS � ` s� `t'\ ,� F f TING 45' 22 1/2' 11 1/4' FITTING BEND ANGLE . oEvlggpT +-5-� � - '� I S1IZE TEE 90 BEND SIZE 1 N CA BEND BEND BEND 45' 22.5• 11.25' x SIDEWALK ADJACENT TO CURB 041m rLa PE naH� �� ADAr SEE wTE I l ra' � 4 1.3 1.8 1.0 1.0 1.0 4 1.1 0.4 0.2 1 - �� ``•., VALVE RISER AFLOW w 6 2.8 4.0 2.2 1.1 1.0 6 2.7 1.0 0.4 COMPLETE SOW s ` Uj SIDEVALK - B 5.0 7.1 3.8 2.0 1.0 8 4.0 1.5 0.6 18' M N e' FLANGE d� I0 ___. 7.9 11.1 6.0 3, 1.5 10 6,0 2.3 0.9 -- 12 11_3 16.0 8.7 4.4 2.2 12 8.5 3.2 1.3 r� \ • , �b, , . -, e NIN 16 _ 20.1 28.4 15.4 7.8 3.9 14 11.5 4.3• 1.8 ►DIE "ARTWW 20 31.1 44.4 24.0 12.3 6.2 16 14.8 5.6 2.3 DRAIN ROCK POCKET , , CONNECTION -I CU FT MIN LADDER NEETM OSHA 3 RLDIARORNTS 7'f- • 24 45.2 64.0 34.6 17.7 8.9 0c KE DETAIL. 30 AIO -� - -6' DUCTILE IR>�1 PIPE ,%\ trtcvtcAllaw FJLAAN CJ VALUES )ABED ON 200 PSI WATER - o Nl CAPA=1�E AND 2000 PSF SOIL 1EARUIG __ -- --' --- - TO CURD OR CAPACITY. 3' MIN - sTneN BRAIN � z CCA A 6' MEGALUG RETAINER• �. / X c� �'•t' / �CQJCRETE PIER GLAND (EBAA IRON) 6' GATE VALVE LDLOIRLe L� i v J o a •'• Y /LOCK {LG x MJ - - , -- - O SE x O N TEE 3 O J • � • ti SEE NOTE No 1 THRUST BLOCK - _-- -1 Q • CLEARANCL ON q;•;• OPENED OILY •. •, •n , • m VALVE •� a SIDEWALK WITH PLANTER W �� VERTICAL BEND '""" ""K Q I STRIP AT CURB 1 N p rn CA 4' MAX CA _ Z (V END TEE FITTING ROD EMBEDMENT ® �N � � of SIZE SIZE CORaETE DALLAST 4'-12' M6 30' iBEVALK ' MIN s� wr< , ,l Lips ' - fM N _ z ? 6' MAR BREAK FLANGE ctrn ----- _1 -� ' . 14'-16' M8� 36' + - OWN TO DAYLIGHT OR (n � fn OL SIM PUT* V3 IQS04m" V) J 1 , ,� • ELEYATION --- STAINLESS ST IR �/�/ _ NOTES - Q . . 0 � 1) CONCRETE BLACKING TO 8E UTILITY BILCO .W. HATC NOTES: W 1% ' EPDURED AGAINST UNDISTURBED L CQ1fTMCn�T tr SEAL Au Ir[aN� IN VAULT vITN SIZE VAULT DOOR ■ DOOR ■ Q ) CONCRETE LAS - - - t' I�I r v►ERE rtaootNa ' 3 669 WA J SAL J SAL NON LVIIIIc .ALL CULCRIM DALLAST 3 Cu vi ♦ P ALL C RE D BE CLASS coNTlacTOR To - - - 2400 NOTESI 4 577 VA J SAL J 5AL I0ND�I am" vATQ vw 3) INSTALL ISOLATION MATERIAL 6 676-VA J-5AL J-5AL 3• �ATCE 3"W M VALL AND DEVtz DYAI• Nx z STRADDLE BLOCK f BETWEEN PIPE AND/OR FIT- IN FOR CIkNCTION TO EXISTING MAINS USE TAPPWG SLEEVE ERwT ra• "It DVA VAULT ♦Na .„L i'1 �Iv IN ACCOR ANCE VITH LISTRICT CONSTRUCTIW SPECIFICATIONS, 8 687-WA JD-3AL JD-3AL 4. T1D111DT DLUM Pi' I" THDMMS SEE DETAIL No. 200 TINGS BEFORE PAURING BLOCKING. _ 2. PROVIDE A 3 FT CLEAR SPACE AROUND CIRCUMFERENCE ff FIRE HYDRANT. 10 5106-LA JD-3AL JD-3AL a �� Mntr m R[N DI CIVIC RCT Yr+ • %V t0.ML• APPOEM BY DISMCT EMIIQ.R V v 4) CSAR OF ALL JOINTS AND r✓, ;•Iry Id' �y a ACCESSORIES. w Y 'i� -_ THRUST BLOCKING DETAILS 4 FIRE HYDRA ` NT STANDARD INSTALLATION 5 DOUBLE CHECK DETECTOR TOR ASSEMBLY 6 TUAUTIN VALLEY WATER DISTRICT DWG N0.20 13 TUALATIN VALLEY WATER DISTRICT DWG N0. 101 13 TUALATIN VALLEY WATER DISTRICT DWG NO. BF200 13 $ o u......• .... ,. ..-. ..� .►,i3'4T+t ;!rg�J1 'n1';f 15',4. wi. ., 1'•, ................ z. . . Coral Sir.9430 SIT2001-00025 - rar.�,�l:w!,,t�u y��t� ' �Yts11i,. p tS, 3. ♦.. :h:_ �Of ;� sa _. - -..^- .._ •w. ...-www•-• w ♦. ...n ,.r. -.... ._ ,i ....�w..♦O•h•#11•�••.Y•OMON,..W.LL..sx♦ .. .•.ti: Ali"fW '', s r� •'l+.a4. e .. � ,. I. . '`„!!m; - IIII IIII .i.! II I I.I I I i ' III Nil l l! II I ! III I ,.•;,,,.ap,•v _ ,_,...•. , :'. .. ., ,: , „! .7:, ..., . 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